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HomeMy WebLinkAboutSD-24-04 - Supplemental - 0760 Shelburne Road (32)Shelburne & Swift Redevelopment 31 Swift and 760 & 764 Shelburne Road South Burlington, VT Stormwater Design Brief March 1, 2024 1.Project Description The applicant, Gary Bourne and 764 Shelburne Road, LLC, is proposing to remove the existing gas station, former auto service center, and former Pizza Hut on the project property and construct a new multifamily residential building, mixed use commercial building, and a financial institution. The existing site contains three (3) parcels which will be combined to one (1) parcel totaling 1.39 acres and is almost entirely impervious. The current site contains an abandoned gas station, abandoned auto repair shop, abandoned Pizza Hut, and associated paved parking which will be removed and redeveloped as part of this project. The project will include the addition of a new +/- 3350 SF financial institution, a +/- 3240 SF mixed use commercial building, and a +/- 10,800 SF multifamily residential building along with associated paved parking areas and site features. The existing and proposed impervious site coverage are summarized as follows: Existing Impervious Site Coverage = 1.129 acres Proposed Impervious Site Coverage = 1.044 acres As the total impervious on the proposed site will exceed 0.5 acres and the project will develop/redevelop more than 5000 SF, stormwater management of the site’s runoff has been proposed to meet the requirements in section 13.05 of the South Burlington Land Development Regulations. The site has also been designed to meet the 2017 Vermont Stormwater Management Manual (VSMM) as a State Stormwater Permit (3-9050) will also be obtained for this project. The existing site contained underground fuel tanks which had a prior history of contamination. The site is also fully underlain by mapped Hydrogeologic Soil Group C/D. Given the prior contamination (hotspot) and poorly drained underlying soils,infiltration is not feasible on this site. This stormwater design proposes bioretention practices which will be lined or contained, allowing for no on-site infiltration. Page 2 of 5 Stormwater Narrative – Shelburne & Swift January 2023 2.Receiving Waters Stormwater runoff from the site currently discharges to the municipal catch basin system in Shelburne Road and Swift Street. The surrounding catch basins in the public ROW and the northern portion of the existing property are routed to a municipal catch basin at the corner of Shelburne Road and Swift Street (S/N001) which discharges west across Shelburne Road. Runoff from the southern portion of the existing site is routed south (S/N002) through drains across the neighboring property (Koto) before discharging to the municipal catch basin system further south on Shelburne Road. Both the municipal stormwater entrances from this property (S/N001 and S/N002) eventually discharge to Potash Brook. 3.Existing Conditions The site currently consists of three (3) parcels, which totals approximately 1.39 acres in size and currently contains an abandoned gas station, abandoned auto repair shop, abandoned Pizza Hut, with associated paved parking areas and site features. The property has frontage on both Shelburne Road and Swift Street. Impervious cover on the site is currently approximately 1.129 acres. The site slopes from east to west, draining towards Shelburne Road. Soils on site are entirely mapped as Hydrologic Soil Group (HSG) C/D. 4.Existing Stormwater System No stormwater treatment or stormwater permits exist on the site. Runoff from the property currently overland flows east to west to the adjacent roadways. The northern portion of the existing site (DA1A and DA1B) enter the municipal catch basins in Shelburne Road and Swift Street and are routed to the catch basin at the intersection (S/N001). Existing runoff from the southern portion of the site is collected in two on site catch basins before being routed (S/N002) across the neighboring property (Koto) and discharging to the municipal stormwater system farther south on Shelburne Road. 5.Proposed Stormwater System The proposed site is divided into nine drainage areas where stormwater runoff from proposed rooftops and parking areas is directed into either a Tier 2 Filterra bioretention unit or a lined/underdrained Tier 2 bioretention basin prior to Page 3 of 5 Stormwater Narrative – Shelburne & Swift January 2023 discharge to the municipal system. Extended detention is provided via underground pipe storage for some of the drainage areas. Stormwater from the individual Filterra or bioretention basin treatment practices (and extended detention storage) is routed through new on site storm drains with one new connection to the municipal stormwater system via the existing catch basin at the southeast corner of the Shelburne Road/Swift Street intersection (S/N001). 6. South Burlington Stormwater Management Standards Compliance As noted above, the site must comply with section 13.05 of the current City of South Burlington Land Use Development Regulations. Water Quality Volume (WQv) Standard Per Section 13.05 E(1), the WQv shall not leave the lot via overland runoff and shall be infiltrated using Low Impact Development (LID) practices. If It is not possible to infiltrate due to seasonally high or shallow groundwater (13.05(E)(1)(a)(i)), soil infiltration rates of less than 0.2 inches per hour (13.05(E)(1)(a)(iii)), or the presence of a “stormwater hotspot” (13.05(E)(1)(a)(v)), then the WQv shall be treated by stormwater treatment practices meeting the Vermont Stormwater Management Manual. Due to the HSG C/D soil conditions (poorly drained due to shallow watertable) and “hotspot” nature of the site, infiltration cannot be utilized for treatment. The site design proposes five Contech Filterra bioretention treatment units and three lined/underdrained bioretention basins. The Filterra units have been designed in accordance with the manufacturer’s specifications for incoming runoff volume and flow rate to meet the Tier 2 WQv requirements of the VSMM. The Filterra design information and sizing summary letter from the manufacturer have been included with this application. The bioretention basins have been designed in accordance with the 2017 State Stormwater Management Manual. Existing and proposed drainage areas used for modeling are shown on plan sheets C4-01 and C4-02. The HydroCAD report is also included with this submission. One-Year Storm (CPv) Standard Page 4 of 5 Stormwater Narrative – Shelburne & Swift January 2023 Per Section 13.05 E(2), the post construction peak runoff rate for the one-year, 24-hour rain event shall not exceed the peak runoff rate for the same storm event from the site under existing conditions. Modeling has been provided to ensure that post development runoff rates from the 1-year storm will be less than pre-development levels. Drainage Structures In accordance with section 13.05(F) of the regulations, drainage structures must safely pass runoff from the 25-yr storm event. Modeling has been provided showing that the site’s post development peak discharge rate will be less than pre-development levels at S/N001 (municipal storm sewer connection location) and as such will have a reduced impact on the city’s stormwater drainage system. 7. VTrans Stormwater Management Standards As the proposed design is discharging into stormwater infrastructure that is owned by VTrans, the design must ensure that post-construction peak runoff rates to the VTrans infrastructure for the 50-yr, 24-hr rainfall event does not exceed the peak runoff rate for the same storm event under the existing conditions. 8. Maintenance Stormwater treatment systems require maintenance to ensure proper functionality. Once constructed, the designer will be required to submit a Statement of Compliance to the City of South Burlington, State of Vermont, and the owners to verify that the stormwater treatment system was built as designed. The Filterra units will be installed by the manufacturer and inspections/maintenance will adhere to the manufacturer’s recommendations. The bioretention basins will be checked annually for signs of erosion, sediment build-up or debris, vegetated areas which need maintenance, illicit discharges, re-routing of stormwater or any other issues which may cause the stormwater system to not properly function. The owner will be responsible for performing maintenance and/or repairs as necessary. Page 5 of 5 Stormwater Narrative – Shelburne & Swift January 2023 9. Conclusions A summary of the hydrologic performance of the site under existing conditions and proposed conditions is provided in the table below for S/N001: Rain Event Existing Peak Discharge Rate (cfs) Proposed, Pre-Routed Peak Discharge Rate (cfs) Proposed, Routed Peak Discharge Rate (cfs) 1-yr, 24-hr (CPv)2.08 3.37 2.02 25-yr, 24-hr 4.67 7.64 4.40 50-yr, 24-hr 5.31 8.70 4.95 The development of this parcel, along with the implementation of the proposed stormwater management system, will improve the hydrologic conditions for the down gradient recipients of the site’s runoff. Further, the proposed site design meets all necessary stormwater treatment requirements set forth by the City of South Burlington and the State of Vermont. Enclosed: Soil Map Filterra Sizing Summary Hydrocad Report 2,146 109.0 Natural Resources Atlas Vermont Agency of Natural Resources 1,626 © Vermont Agency of Natural Resources 83.0 1: WGS_1984_Web_Mercator_Auxiliary_Sphere Meters83.00 NOTES Map created using ANR's Natural Resources Atlas LEGEND 42.00 vermont.gov DISCLAIMER: This map is for general reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. ANR and the State of Vermont make no representations of any kind, including but not limited to, the warranties of merchantability, or fitness for a particular use, nor are any such warranties to be implied with respect to the data on this map. July 26, 2022 THIS MAP IS NOT TO BE USED FOR NAVIGATION 1" = 136 1cm = 16Ft.Meters Hazardous Site Soils - Hydrologic Groups A A/D B B/D C C/D D Parcels (standardized) Roads Interstate US Highway; 1 State Highway Town Highway (Class 1) Town Highway (Class 2,3) Town Highway (Class 4) State Forest Trail National Forest Trail Legal Trail Private Road/Driveway Proposed Roads Stream/River Stream Intermittent Stream Town Boundary Vermont Department of Environmental Conservation Agency of Natural Resources Watershed Management Division One National Life Drive, Main Bldg., 2nd Floor Montpelier, VT 05620 6/19/18 Contech Engineered Solutions, LLC 9025 Centre Pointe Drive, Suite 400 West Chester, OH 45069 Attn: Derek Berg Dear Mr. Berg: The Stormwater Program has reviewed the Filterra® Bioretention System as an alternative stormwater treatment practice through the evaluation process in Section 4.4.1 of the 2017 Vermont Stormwater Management Manual (VSMM). Based on our review, we believe that Contech Engineered Solutions, LLC has provided the Stormwater Program with testing data showing that the system provides total phosphorus and total suspended solids removal efficiency sufficient to meet or exceed the standards in the Vermont Stormwater Management Manual as a stand-alone Tier 2 Practice if not designed to infiltrate, and as a Tier 1 Practice if the boxless Bioscape model is used for infiltration. Please be advised that this letter serves as preliminary approval and does not constitute a final act or decision of the Secretary. Final approval of the use of the Filterra® Bioretention System, or other alternative practice, is project specific and is necessarily done through the issuance of an operational stormwater permit, until such time that the Vermont Stormwater Management Manual is formally revised to include the practice. In developing permit conditions for any project relying on the Filterra® Bioretention System, the Stormwater Program is likely to include the following permit conditions and application requirements: 1.) The Filterra® Bioretention System must be designed, assembled, installed, operated, and maintained according to the specifications of Contech Engineered Solutions, Inc. 2.) The system must be designed to accommodate 100% treatment of the requisite water quality volume through sizing for the peak rate of the water quality storm without bypass, or otherwise shall be volumetrically sized to accommodate the entire applicable water quality volume. As part of this preliminary approval, the product will be listed on the Vermont Department of Environmental Conservation’s Alternative Practices website at http://dec.vermont.gov/watershed/stormwater/permit-information-applications-fees/Alt-STPs. Preliminary Approval: Filterra® Bioretention System Until such a time that the practice is incorporated into the VSMM through rulemaking, projects utilizing the practice that are subject to operational stormwater permitting require an individual permit application. If local jurisdictions or other parties request a copy of a letter from VT DEC verifying preliminary practice approval, please use this letter for that purpose. Thank you for your interest in providing alternatives to the stormwater design community in Vermont. If you have any questions concerning this preliminary approval, please contact the Stormwater Program. Sincerely, William Wilson, Environmental Analyst Vermont DEC – Stormwater Program INLET SHAPING (NOT BY CONTECH) CURB (NOT BY CONTECH) AA VAULT WIDTH PLAN VIEW SECTION A-A (SLOTTED THROAT INLET - TOP EXTENDS 4" ABOVE CURB FOR ADJACENT SIDEWALKS) VA U L T L E N G T H 6"Ø - 10"Ø SDR 35 OUTLET COUPLING CAST INTO PRECAST VAULT WALL (OUTLET PIPE LOCATION MAY VARY) ENERGY DISSIPATION ROCKS CURB AND GUTTER (NOT BY CONTECH) SEE FILTERRA BIOSCAPE VAULT CURB INLET DETAIL SHEET 4"Ø - 6"Ø UNDERDRAIN FLOWKIT (VARIES BY SIZE) PROVIDED BY CONTECH 21" FILTERRA MEDIA, TYP. PROVIDED BY CONTECH 6" UNDERDRAIN STONE LAYER, TYP. PROVIDED BY CONTECH 3" MULCH LAYER, TYP. PROVIDED BY CONTECH 6"Ø - 10"Ø BYPASS INLET GRATE 4' CURB INLET (MAX.) REFER TO OTHER DETAILS FOR ALTERNATE INLET OPTIONS 4' - 2 " STREET PLANT PROVIDED BY CONTECH 2"Ø IRRIGATION PORT, TYP. 3 PLACES GALVANIZED ANGLE NOSING *4" 3'- 1 0 " *1'- 0 " *1'- 5 " *1' - 9 " SIDEWALK/CURB ELEVATION (IF APPLICABLE) 1" 3' - 1 0 " ( 3 . 8 3 ' ) IN V T O T O P *8" *2" 8" MI N . 1" *1' - 5 " 2' - 5 " ( 2 . 4 2 ' ) IN V . T O T O P 1" 1" *1 ' - 5 " 1' - 5 " M I N . BA S I N D E P T H ENERGY DISSIPATION ROCKS AT EACH INLET 6"Ø MAX. SDR 35INLET COUPLER (CAST-IN)1" T Y P . 2'- 6 " ( 2 . 5 ' ) ENERGY DISSIPATION ROCKS AT ALL INLETS OR PERIMETER, AS APPLICABLE CURB AND GUTTER (NOT BY CONTECH) SEE FILTERRA BIOSCAPE VAULT CURB INLET DETAIL SHEET 18" WIDE GI INLET (CAST-IN) STREET ENERGY DISSIPATION ROCKS PLANT PROVIDED BY CONTECH PLANT PROVIDED BY CONTECH PLANT PROVIDED BY CONTECH SECTION A-A GREEN INFRASTRUCTURE INLET - TOP FLUSH WITH TOP OF CURB, NOT INTENDED FOR SIDEWALK APPLICATIONS SECTION A-A BASIN - CURB INLET OR PIPE INLETS OPTIONAL SECTION A-A PIPE INLET FTBSVIB CONFIGURATION (OPTIONS: BASIN "-B", GREEN INFRASTRUCTURE INLET "-I", PIPE INLET "-P", SLOTTED THROAT INLET "-T") MEDIA BAY SIZE VAULT SIZE (L x W) LONG SIDE INLET DESIGNATION SHORT SIDE INLET DESIGNATION AVAILABILITY MAX. OUTLET / BYPASS PIPE DIA. MAX. BYPASS FLOW (CFS) UNDERDRAIN PIPE DIA. (PERF) MIN. NO. OF INLET PIPES (-P ONLY) 4 x 4 4 x 4 FTBSVIB0404 FTBSVIB0404 ALL 6" SDR 35 1.42 4" SDR 35 1 6 x 4 6 x 4 FTBSVIB0604 FTBSVIB0406 ALL 8" SDR 35 1.89 4" SDR 35 1 7.83 x 4.5 7.83 x 4.5 FTBSVIB078045 FTBSVIB045078 DE,MD,NJ,PA,VA.WV ONLY 8" SDR 35 1.89 4" SDR 35 1 8 x 4 8 x 4 FTBSVIB0804 FTBSVIB0408 N/A DE,MD,NJ,PA,VA,WV 8" SDR 35 1.89 4" SDR 35 1 6 x 6 6 x 6 FTBSVIB0606 FTBSVIB0606 ALL 8" SDR 35 1.89 4" SDR 35 1 8 x 6 8 x 6 FTBSVIB0806 FTBSVIB0608 ALL 10" SDR 35 2.37 4" SDR 35 1 10 x 6 10 x 6 FTBSVIB1006 FTBSVIB0610 ALL 10" SDR 35 2.37 6" SDR 35 2 12 x 6 12 x 6 FTBSVIB1206 FTBSVIB0612 ALL 10" SDR 35 2.37 6" SDR 35 2 13 x 7 13 x 7 FTBSVIB1307 FTBSVIB0713 ALL 10" SDR 35 2.37 6" SDR 35 2 14 x 8 14 x 8 FTBSVIB1408†N/A ALL 10" SDR 35 2.37 6" SDR 35 3 16 x 8 16 x 8 FTBSVIB1608†N/A N/A OR, WA 10" SDR 35 2.37 6" SDR 35 3 15 x 9 15 x 9 FTBSVIB1509†N/A OR, WA ONLY 10" SDR 35 2.37 6" SDR 35 3 18 x 8 18 x 8 FTBSVIB1808†N/A CALL CONTECH 10" SDR 35 2.37 6" SDR 35 3 20 x 8 20 x 8 FTBSVIB2008†N/A CALL CONTECH 10" SDR 35 2.37 6" SDR 35 4 22 x 8 22 x 8 FTBSVIB2208†N/A CALL CONTECH 10" SDR 35 2.37 6" SDR 35 4 †UTILIZES (2) CURB OPENINGS WITH MIN 1' SPACING N/A = NOT AVAILABLE I:\ S T O R M W A T E R \ C O M M O P S \ 5 4 F I L T E R R A \ 4 0 S T A N D A R D D R A W I N G S \ F T B S V I B - F I L T E R R A B I O S C A P E V A U L T I N T E R N A L B Y P A S S \ L A Y O U T D E T A I L S \ D W G \ F T B S V I B - F I L T E R R A B I O S C A P E V A U L T I N T E R N A L B Y P A S S C O N F I G D T L 1 . D W G 9 / 8 / 2 0 2 2 1 0 : 4 6 A M FILTERRA BIOSCAPE VAULT INTERNAL BYPASS (FTBSVIB) CONFIGURATION DETAIL The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC or one of its affiliated companies ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any mannerwithout the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as sitework progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. INTERNAL PIPE CONFIGURATION MAY VARY DEPENDING ON VAULT SIZE. 800-338-1122 513-645-7000 513-645-7993 FAX www.ContechES.com THIS PRODUCT MAY BE PROTECTED BY ONE OR MORE OFTHE FOLLOWING U.S. PATENTS: 6,277,274; 6,569,321;7,625,485; 7,425,261; 7,833,412; RELATED FOREIGN PATENTS. DIMENSIONS PRECEDED BY " * " ARE CRITICAL AND MAY NOT BE MODIFIED WITHOUT CONSULTING CONTECH AS WITH ALL OPEN TOP BIORETENTION SYSTEMS, FILTERRA BIOSCAPE IS OPEN TO THE ATMOSPHERE WITH A MEDIA SURFACE RECESSED BELOW FINISHED GRADE. CONTRACTOR OR OWNER IS RESPONSIBLE FOR PROVIDING ANY REQUIRED SAFETY MEASURES AROUND SYSTEM PERIMETER. TO MAINTAIN AESTHETICS, REMOVAL OF HEAVY STORMWATER DEBRIS MAY BE NECESSARY BETWEEN REGULAR FILTERRA SYSTEM MAINTENANCE EVENTS. AA PLAN VIEW SECTION A-A (STANDARD DEPTH SHOWN) 21" FILTERRA MEDIA, TYP PROVIDED BY CONTECH 6" UNDERDRAIN STONE LAYER, TYP PROVIDED BY CONTECH 3" MULCH LAYER, TYP PROVIDED BY CONTECH VAULT LENGTH 6" (STD) 12" (DEEP) 4'- 1 " ( S T D ) 4' - 7 " ( D E E P ) 7"Ø CLEANOUT TREE GRATE VA U L T W I D T H OUTLET PIPE NOT BY CONTECH (LOCATION VARIES) 2"Ø IRRIGATION PORT (TYP 3 PLACES) UNDERDRAIN *CURB INLET *A L T C U R B IN L E T L O C 2'-0" MIN MEDIA BAY PLANT PROVIDED BY CONTECH TREE FRAME AND GRATE CAST INTO TOP SLAB CLEAN OUT FRAME AND COVER CAST INTO TOP SLAB 2"Ø IRRIGATION PORT (TYP 3 PLACES) FLOWKIT OUTLET PIPE NOT BY CONTECH (LOCATION VARIES) *INLET PIPE NOT BY CONTECH (LOCATION VARIES) TRANSFER OPENING 4" x 15" ON 4' WIDE VAULTS 4" x 20" ON 6'-8' WIDE VAULTS OUTLET ACCESS INLET ACCESS TOP SLAB *INLET PIPE NOT BY CONTECH (LOCATION VARIES) *CURB INLET 2 ' - 7 " INLET BAY PERMANENT SETTLING POOL ELEV. ENERGY DISSIPATION ROCKS CURB AND GUTTER, TYP. (NOT BY CONTECH) SEE CURB INLET DETAIL ALTERNATE ORIENTATION CURB INLET DETAIL CURB AND GUTTER, TYP (NOT BY CONTECH) STREET FTPD STANDARD HEIGHT CONFIGURATION DESIGNATION (OPTIONS: -P, -T, -PT) AVAILABILITY MEDIA BAY SIZE VAULT SIZE (W x L) WEIR LENGTH/ MAX CURB OPENING *MAX BYPASS FLOW (CFS) INLET/ OUTLET ACCESS DIA TREE GRATE QTY & SIZE FTPD0404 N/A CA 4 x 4 4 x 6 1'-8"1.4 12"/12"(1) 3' x 3' FTPD04045 CA ONLY 4 x 4.5 4 x 6.5 1'-8"1.4 12"/12"(1) 3' x 3' FTPD0406 N/A MID-ATL 4 x 6 4 x 8 1'-8"1.4 12"/12"(1) 3' x 3' FTPD045058 MID-ATL ONLY 4.5 x 5.83 4.5 x 7.83 1'-8"1.4 12"/12"(1) 3' x 3' FTPD0604 ALL 6 x 4 6 x 6 1'-8"1.4 12"/12"(1) 3' x 3' FTPD0606 ALL 6 x 6 6 x 8 1'-8"1.4 12"/12"(1) 3' x 3' FTPD0608 ALL 6 x 8 6 x 10 1'-8"1.4 12"/12"(1) 4' x 4' FTPD0610 ALL 6 x 10 6 x 12 1'-8"1.4 12"/12"(1) 4' x 4' FTPD0710 ALL 7 x 10 7 x 13 2'-6"2.1 24"/24"(1) 4' x 4' FTPD08105 ALL 8 x 10.5 8 x 14 3'-0"2.5 24"/24"(1) 4' x 4' FTPD08125 ALL 8 x 12.5 8 x 16 3'-0"2.5 24"/24"(2) 4' x 4' N/A = NOT AVAILABLE 800-338-1122 513-645-7000 513-645-7993 FAX 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 I: \ S T O R M W A T E R \ C O M M O P S \ 5 4 F I L T E R R A \ 4 0 S T A N D A R D D R A W I N G S \ F T P D - F I L T E R R A P E A K D I V E R S I O N \ F T P D \ L A Y O U T D E T A I L S \ D W G \ J W E D I T F T P D - F I L T E R R A P E A K D I V E R S I O N C O N F I G D T L . D W G 10 / 4 / 2 0 1 8 1 1 : 0 8 A M FILTERRA PEAK DIVERSION (FTPD) CONFIGURATION DETAILwww.ContechES.comTHIS PRODUCT MAY BE PROTECTED BY ONE OR MORE OFTHE FOLLOWING U.S. PATENTS: 6,277,274; 6,569,321; 7,625,485; 7,425,261; 7,833,412; RELATED FOREIGN PATENTS. ® INTERNAL PIPE CONFIGURATION MAY VARY DEPENDING UPON OUTLET LOCATION. The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC or one of its affiliated companies ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. FTPD-D DEEP OPTION CONFIGURATION DESIGNATION (OPTIONS: -P, -T, -PT) AVAILABILITY MEDIA BAY SIZE VAULT SIZE (W x L) WEIR LENGTH/ MAX CURB OPENING *MAX BYPASS FLOW (CFS) INLET/ OUTLET ACCESS DIA TREE GRATE QTY & SIZE FTPD0404-D N/A CA 4 x 4 4 x 6 1'-8"4.6 12"/12"(1) 3' x 3' FTPD04045-D CA ONLY 4 x 4.5 4 x 6.5 1'-8"4.6 12"/12"(1) 3' x 3' FTPD0406-D N/A MID-ATL 4 x 6 4 x 8 1'-8"4.6 12"/12"(1) 3' x 3' FTPD045058-D MID-ATL ONLY 4.5 x 5.83 4.5 x 7.83 1'-8"4.6 12"/12"(1) 3' x 3' FTPD0604-D ALL 6 x 4 6 x 6 1'-8"4.6 12"/12"(1) 3' x 3' FTPD0606-D ALL 6 x 6 6 x 8 1'-8"4.6 12"/12"(1) 3' x 3' FTPD0608-D ALL 6 x 8 6 x 10 1'-8"4.6 12"/12"(1) 4' x 4' FTPD0610-D ALL 6 x 10 6 x 12 1'-8"4.6 12"/12"(1) 4' x 4' FTPD0710-D ALL 7 x 10 7 x 13 2'-6"6.8 24"/24"(1) 4' x 4' FTPD08105-D ALL 8 x 10.5 8 x 14 3'-0"8.2 24"/24"(1) 4' x 4' FTPD08125-D ALL 8 x 12.5 8 x 16 3'-0"8.2 24"/24"(2) 4' x 4' N/A = NOT AVAILABLE*IF REQUIRED *IF REQUIRED *MAX BYPASS FLOW IS INTERNAL WEIR FLOW . SITE SPECIFIC ANALYSIS IS REQUIRED TO DETERMINE CURB INLET FLOW CAPACITY DA1 Proposed DA1 DA1 MCN Proposed DA1 Mod CN DA2 Proposed DA2 DA2 MCN Proposed DA2 Mod CN DA3 Proposed DA3 DA3 MCN Proposed DA3 Mod CN DA4 Proposed DA4 DA4 MCN Proposed DA4 Mod CN DA5 Proposed DA5 DA5 MCN Proposed DA5 Mod CN DA6 Proposed DA6 Multi-Roof DA6 MCN Proposed DA6 Mod CN DA7 Proposed DA7 DA7 MCN Proposed DA7 Mod CN DA8 Proposed DA8 DA8 MCN Proposed DA8 Mod CN DA9 Proposed DA9 EX DA 1 Existing DA1A EX DA 2 Existing DA1B EX DA 3 Existing DA2 30R DMH1 to CB 31R DMH2 to DMH 1 32R DMH3 to DMH 2 34R DMH4 to DMH 2 35R DMH5 to DMH437R DMH6 to DMH5 13P S/N 001 15P S/N 002 16P DA3 Bio 17P DA 4 Filterra 6x10 FTPD 22P S/N 001 23P DA1 Bio 25P DA 6 Filterra 4x6 Internal Bypass 29P DA7 Bio 30P DA 8 Filterra 4x6 Internal Bypass 32P DA 5 Filterra 6x6 Internal Bypass 33P DA 2 Filterra 4x6 Internal Bypass 38P Extended Detention Storage Routing Diagram for 22-523 - Shelburne & Swift 2023 0210 Prepared by Trudell Consulting Engineers Inc, Printed 3/4/2024 HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 2HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 11 YR Type II 24-hr Default 24.00 1 1.87 2 2 25 YR Type II 24-hr Default 24.00 1 3.81 2 3WQv Type II 24-hr Default 24.00 1 1.00 2 22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 3HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.614 80 >75% Grass cover, Good, HSG D (DA1, DA2, DA3, DA4, DA5, DA7, DA8, DA9, EX DA 1, EX DA 2, EX DA 3) 0.620 93 Mod CN (DA1 MCN, DA2 MCN, DA5 MCN, DA8 MCN) 0.251 92 Mod CN (DA3 MCN) 0.235 96 Mod CN (DA4 MCN) 0.074 98 Mod CN (DA6 MCN) 0.134 90 Mod CN (DA7 MCN) 0.074 98 Multi Use Roof (DA6) 0.380 98 Paved parking , HSG D (EX DA 3) 1.005 98 Paved parking, HSG D (DA2, DA3, DA4, DA5, DA7, DA8, DA9, EX DA 2) 0.661 98 Roofs, HSG D (DA1, DA3, EX DA 2, EX DA 3) 0.003 98 Sidewalk, HSG D (DA1) 0.050 98 Unconnected pavement, HSG D (EX DA 1) 4.101 94 TOTAL AREA 22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 4HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 2.713 HSG D DA1, DA2, DA3, DA4, DA5, DA7, DA8, DA9, EX DA 1, EX DA 2, EX DA 3 1.388 Other DA1 MCN, DA2 MCN, DA3 MCN, DA4 MCN, DA5 MCN, DA6, DA6 MCN, DA7 MCN, DA8 MCN 4.101 TOTAL AREA 22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 5HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.614 0.000 0.614 >75% Grass cover, Good DA1, DA2, DA3, DA4, DA5, DA7, DA8, DA9, EX DA 1, EX DA 2, EX DA 3 0.000 0.000 0.000 0.000 1.314 1.314 Mod CN DA1 MCN, DA2 MCN, DA3 MCN, DA4 MCN, DA5 MCN, DA6 MCN, DA7 MCN, DA8 MCN 0.000 0.000 0.000 0.000 0.074 0.074 Multi Use Roof DA6 0.000 0.000 0.000 1.385 0.000 1.385 Paved parking DA2, DA3, DA4, DA5, DA7, DA8, DA9, EX DA 2, EX DA 3 0.000 0.000 0.000 0.661 0.000 0.661 Roofs DA1, DA3, EX DA 2, EX DA 3 0.000 0.000 0.000 0.003 0.000 0.003 Sidewalk DA1 0.000 0.000 0.000 0.050 0.000 0.050 Unconnected pavement EX DA 1 0.000 0.000 0.000 2.713 1.388 4.101 TOTAL AREA Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 6HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Time span=0.01-75.00 hrs, dt=0.01 hrs, 7500 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=0.303 ac 82.84% Impervious Runoff Depth=1.45"Subcatchment DA1: Proposed DA1 Flow Length=132' Slope=0.3000 '/' Tc=0.6 min CN=WQ Runoff=0.82 cfs 0.037 af Runoff Area=0.303 ac 0.00% Impervious Runoff Depth=1.20"Subcatchment DA1 MCN: Proposed DA1 Mod CN Flow Length=132' Slope=0.3000 '/' Tc=0.7 min CN=93 Runoff=0.75 cfs 0.030 af Runoff Area=0.097 ac 76.29% Impervious Runoff Depth=1.37"Subcatchment DA2: Proposed DA2 Flow Length=92' Slope=0.0270 '/' Tc=1.7 min CN=WQ Runoff=0.24 cfs 0.011 af Runoff Area=0.121 ac 0.00% Impervious Runoff Depth=1.20"Subcatchment DA2 MCN: Proposed DA2 Mod CN Flow Length=92' Slope=0.0270 '/' Tc=1.8 min CN=93 Runoff=0.29 cfs 0.012 af Runoff Area=0.267 ac 68.16% Impervious Runoff Depth=1.28"Subcatchment DA3: Proposed DA3 Flow Length=130' Slope=0.0300 '/' Tc=2.3 min CN=WQ Runoff=0.61 cfs 0.028 af Runoff Area=0.251 ac 0.00% Impervious Runoff Depth=1.12"Subcatchment DA3 MCN: Proposed DA3 Mod CN Flow Length=142' Slope=0.0458 '/' Tc=2.0 min CN=92 Runoff=0.57 cfs 0.023 af Runoff Area=0.228 ac 84.65% Impervious Runoff Depth=1.47"Subcatchment DA4: Proposed DA4 Flow Length=110' Slope=0.0250 '/' Tc=1.9 min CN=WQ Runoff=0.60 cfs 0.028 af Runoff Area=0.235 ac 0.00% Impervious Runoff Depth=1.45"Subcatchment DA4 MCN: Proposed DA4 Mod CN Flow Length=101' Slope=0.0350 '/' Tc=1.4 min CN=96 Runoff=0.66 cfs 0.028 af Runoff Area=0.123 ac 76.42% Impervious Runoff Depth=1.37"Subcatchment DA5: Proposed DA5 Flow Length=95' Slope=0.0630 '/' Tc=1.1 min CN=WQ Runoff=0.31 cfs 0.014 af Runoff Area=0.108 ac 0.00% Impervious Runoff Depth=1.20"Subcatchment DA5 MCN: Proposed DA5 Mod CN Flow Length=95' Slope=0.0630 '/' Tc=1.2 min CN=93 Runoff=0.26 cfs 0.011 af Runoff Area=0.074 ac 100.00% Impervious Runoff Depth=1.65"Subcatchment DA6: Proposed DA6 Multi-Roof Flow Length=53' Slope=0.3900 '/' Tc=0.2 min CN=98 Runoff=0.23 cfs 0.010 af Runoff Area=0.074 ac 100.00% Impervious Runoff Depth=1.65"Subcatchment DA6 MCN: Proposed DA6 Mod Flow Length=53' Slope=0.3900 '/' Tc=0.2 min CN=98 Runoff=0.23 cfs 0.010 af Runoff Area=0.134 ac 52.24% Impervious Runoff Depth=1.09"Subcatchment DA7: Proposed DA7 Flow Length=157' Slope=0.0760 '/' Tc=1.9 min CN=WQ Runoff=0.27 cfs 0.012 af Runoff Area=0.134 ac 0.00% Impervious Runoff Depth=0.98"Subcatchment DA7 MCN: Proposed DA7 Mod CN Flow Length=157' Slope=0.0760 '/' Tc=1.8 min CN=90 Runoff=0.27 cfs 0.011 af Runoff Area=0.089 ac 75.28% Impervious Runoff Depth=1.36"Subcatchment DA8: Proposed DA8 Flow Length=82' Slope=0.0439 '/' Tc=1.2 min CN=WQ Runoff=0.22 cfs 0.010 af Runoff Area=0.088 ac 0.00% Impervious Runoff Depth=1.20"Subcatchment DA8 MCN: Proposed DA8 Mod CN Flow Length=82' Slope=0.0439 '/' Tc=1.3 min CN=93 Runoff=0.21 cfs 0.009 af Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 7HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Runoff Area=0.079 ac 49.37% Impervious Runoff Depth=1.06"Subcatchment DA9: Proposed DA9 Flow Length=260' Slope=0.0385 '/' Tc=4.0 min CN=WQ Runoff=0.14 cfs 0.007 af Runoff Area=0.064 ac 78.13% Impervious Runoff Depth=1.39"Subcatchment EX DA 1: Existing DA1A Flow Length=209' Slope=0.0766 '/' Tc=1.9 min CN=WQ Runoff=0.16 cfs 0.007 af Runoff Area=0.809 ac 78.37% Impervious Runoff Depth=1.39"Subcatchment EX DA 2: Existing DA1B Flow Length=340' Slope=0.0471 '/' Tc=3.6 min CN=WQ Runoff=1.93 cfs 0.094 af Runoff Area=0.520 ac 85.58% Impervious Runoff Depth=1.48"Subcatchment EX DA 3: Existing DA2 Flow Length=292' Slope=0.0308 '/' Tc=3.8 min CN=WQ Runoff=1.30 cfs 0.064 af Avg. Flow Depth=0.52' Max Vel=3.43 fps Inflow=1.88 cfs 0.150 afReach 30R: DMH1 to CB 18.0" Round Pipe n=0.010 L=18.0' S=0.0028 '/' Capacity=7.20 cfs Outflow=1.88 cfs 0.150 af Avg. Flow Depth=0.61' Max Vel=1.96 fps Inflow=1.33 cfs 0.122 afReach 31R: DMH2 to DMH 1 18.0" Round Pipe n=0.020 L=77.0' S=0.0031 '/' Capacity=3.81 cfs Outflow=1.32 cfs 0.122 af Avg. Flow Depth=0.26' Max Vel=4.85 fps Inflow=1.01 cfs 0.048 afReach 32R: DMH3 to DMH 2 18.0" Round Pipe n=0.020 L=55.0' S=0.0487 '/' Capacity=15.07 cfs Outflow=1.01 cfs 0.048 af Avg. Flow Depth=0.32' Max Vel=1.36 fps Inflow=0.38 cfs 0.074 afReach 34R: DMH4 to DMH 2 18.0" Round Pipe n=0.020 L=89.0' S=0.0030 '/' Capacity=3.76 cfs Outflow=0.37 cfs 0.074 af Avg. Flow Depth=0.29' Max Vel=1.44 fps Inflow=0.36 cfs 0.022 afReach 35R: DMH5 to DMH4 18.0" Round Pipe n=0.020 L=113.0' S=0.0038 '/' Capacity=4.21 cfs Outflow=0.35 cfs 0.022 af Avg. Flow Depth=0.20' Max Vel=2.52 fps Inflow=0.22 cfs 0.010 afReach 37R: DMH6 to DMH5 8.0" Round Pipe n=0.020 L=72.0' S=0.0210 '/' Capacity=1.14 cfs Outflow=0.22 cfs 0.010 af Inflow=2.08 cfs 0.101 afPond 13P: S/N 001 Primary=2.08 cfs 0.101 af Inflow=1.30 cfs 0.064 afPond 15P: S/N 002 Primary=1.30 cfs 0.064 af Peak Elev=209.85' Storage=366 cf Inflow=0.61 cfs 0.028 afPond 16P: DA3 Bio Outflow=0.57 cfs 0.028 af Peak Elev=210.20' Storage=37 cf Inflow=0.60 cfs 0.028 afPond 17P: DA 4 Filterra 6x10 FTPD Outflow=0.60 cfs 0.028 af Inflow=2.02 cfs 0.157 afPond 22P: S/N 001 Primary=2.02 cfs 0.157 af Peak Elev=215.93' Storage=480 cf Inflow=0.82 cfs 0.037 afPond 23P: DA1 Bio Outflow=0.77 cfs 0.037 af Peak Elev=210.81' Storage=20 cf Inflow=0.23 cfs 0.010 afPond 25P: DA 6 Filterra 4x6 Internal Bypass Outflow=0.23 cfs 0.010 af Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 8HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Peak Elev=206.10' Storage=164 cf Inflow=0.27 cfs 0.012 afPond 29P: DA7 Bio Outflow=0.17 cfs 0.012 af Peak Elev=208.20' Storage=20 cf Inflow=0.22 cfs 0.010 afPond 30P: DA 8 Filterra 4x6 Internal Bypass Outflow=0.22 cfs 0.010 af Peak Elev=210.81' Storage=30 cf Inflow=0.31 cfs 0.014 afPond 32P: DA 5 Filterra 6x6 Internal Bypass Outflow=0.31 cfs 0.014 af Peak Elev=213.28' Storage=11 cf Inflow=0.24 cfs 0.011 afPond 33P: DA 2 Filterra 4x6 Internal Bypass Outflow=0.24 cfs 0.011 af Peak Elev=208.06' Storage=1,279 cf Inflow=1.11 cfs 0.052 afPond 38P: Extended Detention Storage Outflow=0.03 cfs 0.052 af Total Runoff Area = 4.101 ac Runoff Volume = 0.458 af Average Runoff Depth = 1.34" 45.21% Pervious = 1.854 ac 54.79% Impervious = 2.247 ac Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 9HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA1: Proposed DA1 Runoff =0.82 cfs @ 11.91 hrs, Volume=0.037 af, Depth= 1.45" Routed to Pond 23P : DA1 Bio Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 1 YR Rainfall=1.87" Area (ac) CN Description 0.248 98 Roofs, HSG D *0.003 98 Sidewalk, HSG D 0.052 80 >75% Grass cover, Good, HSG D 0.303 Weighted Average 0.052 17.16% Pervious Area 0.251 82.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 0.6 132 0.3000 3.43 Lag/CN Method, Subcatchment DA1: Proposed DA1 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1 YR Rainfall=1.87" Runoff Area=0.303 ac Runoff Volume=0.037 af Runoff Depth=1.45" Flow Length=132' Slope=0.3000 '/' Tc=0.6 min CN=WQ 0.82 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 10HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA1 MCN: Proposed DA1 Mod CN Runoff =0.75 cfs @ 11.91 hrs, Volume=0.030 af, Depth= 1.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 1 YR Rainfall=1.87" Area (ac) CN Description *0.303 93 Mod CN 0.303 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 0.7 132 0.3000 3.11 Lag/CN Method, Subcatchment DA1 MCN: Proposed DA1 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1 YR Rainfall=1.87" Runoff Area=0.303 ac Runoff Volume=0.030 af Runoff Depth=1.20" Flow Length=132' Slope=0.3000 '/' Tc=0.7 min CN=93 0.75 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 11HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA2: Proposed DA2 Runoff =0.24 cfs @ 11.92 hrs, Volume=0.011 af, Depth= 1.37" Routed to Pond 33P : DA 2 Filterra 4x6 Internal Bypass Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 1 YR Rainfall=1.87" Area (ac) CN Description 0.074 98 Paved parking, HSG D 0.023 80 >75% Grass cover, Good, HSG D 0.097 Weighted Average 0.023 23.71% Pervious Area 0.074 76.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.7 92 0.0270 0.91 Lag/CN Method, Subcatchment DA2: Proposed DA2 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 1 YR Rainfall=1.87" Runoff Area=0.097 ac Runoff Volume=0.011 af Runoff Depth=1.37" Flow Length=92' Slope=0.0270 '/' Tc=1.7 min CN=WQ 0.24 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 12HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA2 MCN: Proposed DA2 Mod CN Runoff =0.29 cfs @ 11.92 hrs, Volume=0.012 af, Depth= 1.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 1 YR Rainfall=1.87" Area (ac) CN Description *0.121 93 Mod CN 0.121 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.8 92 0.0270 0.87 Lag/CN Method, Subcatchment DA2 MCN: Proposed DA2 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 1 YR Rainfall=1.87" Runoff Area=0.121 ac Runoff Volume=0.012 af Runoff Depth=1.20" Flow Length=92' Slope=0.0270 '/' Tc=1.8 min CN=93 0.29 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 13HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA3: Proposed DA3 Runoff =0.61 cfs @ 11.93 hrs, Volume=0.028 af, Depth= 1.28" Routed to Pond 16P : DA3 Bio Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 1 YR Rainfall=1.87" Area (ac) CN Description 0.077 98 Roofs, HSG D 0.085 80 >75% Grass cover, Good, HSG D 0.105 98 Paved parking, HSG D 0.267 Weighted Average 0.085 31.84% Pervious Area 0.182 68.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 2.3 130 0.0300 0.94 Lag/CN Method, Subcatchment DA3: Proposed DA3 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1 YR Rainfall=1.87" Runoff Area=0.267 ac Runoff Volume=0.028 af Runoff Depth=1.28" Flow Length=130' Slope=0.0300 '/' Tc=2.3 min CN=WQ 0.61 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 14HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA3 MCN: Proposed DA3 Mod CN Runoff =0.57 cfs @ 11.92 hrs, Volume=0.023 af, Depth= 1.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 1 YR Rainfall=1.87" Area (ac) CN Description *0.251 92 Mod CN 0.251 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 2.0 142 0.0458 1.18 Lag/CN Method, Subcatchment DA3 MCN: Proposed DA3 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1 YR Rainfall=1.87" Runoff Area=0.251 ac Runoff Volume=0.023 af Runoff Depth=1.12" Flow Length=142' Slope=0.0458 '/' Tc=2.0 min CN=92 0.57 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 15HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA4: Proposed DA4 Runoff =0.60 cfs @ 11.92 hrs, Volume=0.028 af, Depth= 1.47" Routed to Pond 17P : DA 4 Filterra 6x10 FTPD Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 1 YR Rainfall=1.87" Area (ac) CN Description 0.035 80 >75% Grass cover, Good, HSG D 0.193 98 Paved parking, HSG D 0.228 Weighted Average 0.035 15.35% Pervious Area 0.193 84.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.9 110 0.0250 0.95 Lag/CN Method, Subcatchment DA4: Proposed DA4 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1 YR Rainfall=1.87" Runoff Area=0.228 ac Runoff Volume=0.028 af Runoff Depth=1.47" Flow Length=110' Slope=0.0250 '/' Tc=1.9 min CN=WQ 0.60 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 16HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA4 MCN: Proposed DA4 Mod CN Runoff =0.66 cfs @ 11.92 hrs, Volume=0.028 af, Depth= 1.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 1 YR Rainfall=1.87" Area (ac) CN Description *0.235 96 Mod CN 0.235 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.4 101 0.0350 1.17 Lag/CN Method, Subcatchment DA4 MCN: Proposed DA4 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1 YR Rainfall=1.87" Runoff Area=0.235 ac Runoff Volume=0.028 af Runoff Depth=1.45" Flow Length=101' Slope=0.0350 '/' Tc=1.4 min CN=96 0.66 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 17HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA5: Proposed DA5 Runoff =0.31 cfs @ 11.91 hrs, Volume=0.014 af, Depth= 1.37" Routed to Pond 32P : DA 5 Filterra 6x6 Internal Bypass Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 1 YR Rainfall=1.87" Area (ac) CN Description 0.029 80 >75% Grass cover, Good, HSG D 0.094 98 Paved parking, HSG D 0.123 Weighted Average 0.029 23.58% Pervious Area 0.094 76.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.1 95 0.0630 1.40 Lag/CN Method, Subcatchment DA5: Proposed DA5 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 1 YR Rainfall=1.87" Runoff Area=0.123 ac Runoff Volume=0.014 af Runoff Depth=1.37" Flow Length=95' Slope=0.0630 '/' Tc=1.1 min CN=WQ 0.31 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 18HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA5 MCN: Proposed DA5 Mod CN Runoff =0.26 cfs @ 11.91 hrs, Volume=0.011 af, Depth= 1.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 1 YR Rainfall=1.87" Area (ac) CN Description *0.108 93 Mod CN 0.108 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.2 95 0.0630 1.33 Lag/CN Method, Subcatchment DA5 MCN: Proposed DA5 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 1 YR Rainfall=1.87" Runoff Area=0.108 ac Runoff Volume=0.011 af Runoff Depth=1.20" Flow Length=95' Slope=0.0630 '/' Tc=1.2 min CN=93 0.26 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 19HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA6: Proposed DA6 Multi-Roof Runoff =0.23 cfs @ 11.90 hrs, Volume=0.010 af, Depth= 1.65" Routed to Pond 25P : DA 6 Filterra 4x6 Internal Bypass Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 1 YR Rainfall=1.87" Area (ac) CN Description *0.074 98 Multi Use Roof 0.074 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 0.2 53 0.3900 3.84 Lag/CN Method, Subcatchment DA6: Proposed DA6 Multi-Roof Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 1 YR Rainfall=1.87" Runoff Area=0.074 ac Runoff Volume=0.010 af Runoff Depth=1.65" Flow Length=53' Slope=0.3900 '/' Tc=0.2 min CN=98 0.23 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 20HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA6 MCN: Proposed DA6 Mod CN Runoff =0.23 cfs @ 11.90 hrs, Volume=0.010 af, Depth= 1.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 1 YR Rainfall=1.87" Area (ac) CN Description *0.074 98 Mod CN 0.074 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 0.2 53 0.3900 3.84 Lag/CN Method, Subcatchment DA6 MCN: Proposed DA6 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 1 YR Rainfall=1.87" Runoff Area=0.074 ac Runoff Volume=0.010 af Runoff Depth=1.65" Flow Length=53' Slope=0.3900 '/' Tc=0.2 min CN=98 0.23 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 21HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA7: Proposed DA7 Runoff =0.27 cfs @ 11.92 hrs, Volume=0.012 af, Depth= 1.09" Routed to Pond 29P : DA7 Bio Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 1 YR Rainfall=1.87" Area (ac) CN Description 0.064 80 >75% Grass cover, Good, HSG D 0.070 98 Paved parking, HSG D 0.134 Weighted Average 0.064 47.76% Pervious Area 0.070 52.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.9 157 0.0760 1.37 Lag/CN Method, Subcatchment DA7: Proposed DA7 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 1 YR Rainfall=1.87" Runoff Area=0.134 ac Runoff Volume=0.012 af Runoff Depth=1.09" Flow Length=157' Slope=0.0760 '/' Tc=1.9 min CN=WQ 0.27 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 22HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA7 MCN: Proposed DA7 Mod CN Runoff =0.27 cfs @ 11.92 hrs, Volume=0.011 af, Depth= 0.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 1 YR Rainfall=1.87" Area (ac) CN Description *0.134 90 Mod CN 0.134 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.8 157 0.0760 1.42 Lag/CN Method, Subcatchment DA7 MCN: Proposed DA7 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 1 YR Rainfall=1.87" Runoff Area=0.134 ac Runoff Volume=0.011 af Runoff Depth=0.98" Flow Length=157' Slope=0.0760 '/' Tc=1.8 min CN=90 0.27 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 23HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA8: Proposed DA8 Runoff =0.22 cfs @ 11.91 hrs, Volume=0.010 af, Depth= 1.36" Routed to Pond 30P : DA 8 Filterra 4x6 Internal Bypass Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 1 YR Rainfall=1.87" Area (ac) CN Description 0.022 80 >75% Grass cover, Good, HSG D 0.067 98 Paved parking, HSG D 0.089 Weighted Average 0.022 24.72% Pervious Area 0.067 75.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.2 82 0.0439 1.13 Lag/CN Method, Subcatchment DA8: Proposed DA8 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 1 YR Rainfall=1.87" Runoff Area=0.089 ac Runoff Volume=0.010 af Runoff Depth=1.36" Flow Length=82' Slope=0.0439 '/' Tc=1.2 min CN=WQ 0.22 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 24HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA8 MCN: Proposed DA8 Mod CN Runoff =0.21 cfs @ 11.92 hrs, Volume=0.009 af, Depth= 1.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 1 YR Rainfall=1.87" Area (ac) CN Description *0.088 93 Mod CN 0.088 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.3 82 0.0439 1.08 Lag/CN Method, Subcatchment DA8 MCN: Proposed DA8 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 1 YR Rainfall=1.87" Runoff Area=0.088 ac Runoff Volume=0.009 af Runoff Depth=1.20" Flow Length=82' Slope=0.0439 '/' Tc=1.3 min CN=93 0.21 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 25HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA9: Proposed DA9 Runoff =0.14 cfs @ 11.95 hrs, Volume=0.007 af, Depth= 1.06" Routed to Pond 22P : S/N 001 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 1 YR Rainfall=1.87" Area (ac) CN Description 0.040 80 >75% Grass cover, Good, HSG D 0.039 98 Paved parking, HSG D 0.079 Weighted Average 0.040 50.63% Pervious Area 0.039 49.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 4.0 260 0.0385 1.08 Lag/CN Method, Subcatchment DA9: Proposed DA9 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 1 YR Rainfall=1.87" Runoff Area=0.079 ac Runoff Volume=0.007 af Runoff Depth=1.06" Flow Length=260' Slope=0.0385 '/' Tc=4.0 min CN=WQ 0.14 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 26HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment EX DA 1: Existing DA1A Runoff =0.16 cfs @ 11.92 hrs, Volume=0.007 af, Depth= 1.39" Routed to Pond 13P : S/N 001 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 1 YR Rainfall=1.87" Area (ac) CN Description 0.050 98 Unconnected pavement, HSG D 0.014 80 >75% Grass cover, Good, HSG D 0.064 Weighted Average 0.014 21.88% Pervious Area 0.050 78.13% Impervious Area 0.050 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.9 209 0.0766 1.81 Lag/CN Method, Subcatchment EX DA 1: Existing DA1A Runoff Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 1 YR Rainfall=1.87" Runoff Area=0.064 ac Runoff Volume=0.007 af Runoff Depth=1.39" Flow Length=209' Slope=0.0766 '/' Tc=1.9 min CN=WQ 0.16 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 27HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment EX DA 2: Existing DA1B Runoff =1.93 cfs @ 11.94 hrs, Volume=0.094 af, Depth= 1.39" Routed to Pond 13P : S/N 001 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 1 YR Rainfall=1.87" Area (ac) CN Description 0.363 98 Paved parking, HSG D 0.271 98 Roofs, HSG D 0.175 80 >75% Grass cover, Good, HSG D 0.809 Weighted Average 0.175 21.63% Pervious Area 0.634 78.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 3.6 340 0.0471 1.56 Lag/CN Method, Subcatchment EX DA 2: Existing DA1B Runoff Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 2 1 0 Type II 24-hr 1 YR Rainfall=1.87" Runoff Area=0.809 ac Runoff Volume=0.094 af Runoff Depth=1.39" Flow Length=340' Slope=0.0471 '/' Tc=3.6 min CN=WQ 1.93 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 28HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment EX DA 3: Existing DA2 Runoff =1.30 cfs @ 11.94 hrs, Volume=0.064 af, Depth= 1.48" Routed to Pond 15P : S/N 002 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 1 YR Rainfall=1.87" Area (ac) CN Description *0.380 98 Paved parking , HSG D 0.075 80 >75% Grass cover, Good, HSG D 0.065 98 Roofs, HSG D 0.520 Weighted Average 0.075 14.42% Pervious Area 0.445 85.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 3.8 292 0.0308 1.29 Lag/CN Method, Subcatchment EX DA 3: Existing DA2 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 1 0 Type II 24-hr 1 YR Rainfall=1.87" Runoff Area=0.520 ac Runoff Volume=0.064 af Runoff Depth=1.48" Flow Length=292' Slope=0.0308 '/' Tc=3.8 min CN=WQ 1.30 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 29HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Reach 30R: DMH1 to CB Inflow Area =1.315 ac, 76.43% Impervious, Inflow Depth = 1.37" for 1 YR event Inflow =1.88 cfs @ 11.94 hrs, Volume=0.150 af Outflow =1.88 cfs @ 11.94 hrs, Volume=0.150 af, Atten= 0%, Lag= 0.1 min Routed to Pond 22P : S/N 001 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Max. Velocity= 3.43 fps, Min. Travel Time= 0.1 min Avg. Velocity = 0.97 fps, Avg. Travel Time= 0.3 min Peak Storage= 10 cf @ 11.94 hrs Average Depth at Peak Storage= 0.52' , Surface Width= 1.43' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 7.20 cfs 18.0" Round Pipe n= 0.010 PVC, smooth interior Length= 18.0' Slope= 0.0028 '/' Inlet Invert= 201.05', Outlet Invert= 201.00' Reach 30R: DMH1 to CB Inflow Outflow Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 2 1 0 Inflow Area=1.315 ac Avg. Flow Depth=0.52' Max Vel=3.43 fps 18.0" Round Pipe n=0.010 L=18.0' S=0.0028 '/' Capacity=7.20 cfs 1.88 cfs1.88 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 30HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Reach 31R: DMH2 to DMH 1 Inflow Area =1.048 ac, 78.53% Impervious, Inflow Depth = 1.40" for 1 YR event Inflow =1.33 cfs @ 11.93 hrs, Volume=0.122 af Outflow =1.32 cfs @ 11.94 hrs, Volume=0.122 af, Atten= 1%, Lag= 0.5 min Routed to Reach 30R : DMH1 to CB Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Max. Velocity= 1.96 fps, Min. Travel Time= 0.7 min Avg. Velocity = 0.58 fps, Avg. Travel Time= 2.2 min Peak Storage= 52 cf @ 11.94 hrs Average Depth at Peak Storage= 0.61' , Surface Width= 1.47' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 3.81 cfs 18.0" Round Pipe n= 0.020 Corrugated PE, corrugated interior Length= 77.0' Slope= 0.0031 '/' Inlet Invert= 201.39', Outlet Invert= 201.15' Reach 31R: DMH2 to DMH 1 Inflow Outflow Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 1 0 Inflow Area=1.048 ac Avg. Flow Depth=0.61' Max Vel=1.96 fps 18.0" Round Pipe n=0.020 L=77.0' S=0.0031 '/' Capacity=3.81 cfs 1.33 cfs 1.32 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 31HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Reach 32R: DMH3 to DMH 2 Inflow Area =0.400 ac, 81.25% Impervious, Inflow Depth = 1.43" for 1 YR event Inflow =1.01 cfs @ 11.92 hrs, Volume=0.048 af Outflow =1.01 cfs @ 11.92 hrs, Volume=0.048 af, Atten= 0%, Lag= 0.1 min Routed to Reach 31R : DMH2 to DMH 1 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Max. Velocity= 4.85 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.17 fps, Avg. Travel Time= 0.8 min Peak Storage= 11 cf @ 11.92 hrs Average Depth at Peak Storage= 0.26' , Surface Width= 1.14' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 15.07 cfs 18.0" Round Pipe n= 0.020 Corrugated PE, corrugated interior Length= 55.0' Slope= 0.0487 '/' Inlet Invert= 204.17', Outlet Invert= 201.49' Reach 32R: DMH3 to DMH 2 Inflow Outflow Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 1 0 Inflow Area=0.400 ac Avg. Flow Depth=0.26' Max Vel=4.85 fps 18.0" Round Pipe n=0.020 L=55.0' S=0.0487 '/' Capacity=15.07 cfs 1.01 cfs1.01 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 32HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Reach 34R: DMH4 to DMH 2 Inflow Area =0.648 ac, 76.85% Impervious, Inflow Depth = 1.38" for 1 YR event Inflow =0.38 cfs @ 11.95 hrs, Volume=0.074 af Outflow =0.37 cfs @ 11.96 hrs, Volume=0.074 af, Atten= 2%, Lag= 0.9 min Routed to Reach 31R : DMH2 to DMH 1 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Max. Velocity= 1.36 fps, Min. Travel Time= 1.1 min Avg. Velocity = 0.54 fps, Avg. Travel Time= 2.8 min Peak Storage= 24 cf @ 11.96 hrs Average Depth at Peak Storage= 0.32' , Surface Width= 1.23' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 3.76 cfs 18.0" Round Pipe n= 0.020 Corrugated PE, corrugated interior Length= 89.0' Slope= 0.0030 '/' Inlet Invert= 201.76', Outlet Invert= 201.49' Reach 34R: DMH4 to DMH 2 Inflow Outflow Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.648 ac Avg. Flow Depth=0.32' Max Vel=1.36 fps 18.0" Round Pipe n=0.020 L=89.0' S=0.0030 '/' Capacity=3.76 cfs 0.38 cfs 0.37 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 33HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Reach 35R: DMH5 to DMH4 Inflow Area =0.223 ac, 61.43% Impervious, Inflow Depth = 1.20" for 1 YR event Inflow =0.36 cfs @ 11.93 hrs, Volume=0.022 af Outflow =0.35 cfs @ 11.95 hrs, Volume=0.022 af, Atten= 3%, Lag= 1.0 min Routed to Reach 34R : DMH4 to DMH 2 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Max. Velocity= 1.44 fps, Min. Travel Time= 1.3 min Avg. Velocity = 0.40 fps, Avg. Travel Time= 4.7 min Peak Storage= 27 cf @ 11.95 hrs Average Depth at Peak Storage= 0.29' , Surface Width= 1.19' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 4.21 cfs 18.0" Round Pipe n= 0.020 Corrugated PE, corrugated interior Length= 113.0' Slope= 0.0038 '/' Inlet Invert= 202.29', Outlet Invert= 201.86' Reach 35R: DMH5 to DMH4 Inflow Outflow Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.223 ac Avg. Flow Depth=0.29' Max Vel=1.44 fps 18.0" Round Pipe n=0.020 L=113.0' S=0.0038 '/' Capacity=4.21 cfs 0.36 cfs 0.35 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 34HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Reach 37R: DMH6 to DMH5 Inflow Area =0.089 ac, 75.28% Impervious, Inflow Depth = 1.36" for 1 YR event Inflow =0.22 cfs @ 11.92 hrs, Volume=0.010 af Outflow =0.22 cfs @ 11.92 hrs, Volume=0.010 af, Atten= 1%, Lag= 0.3 min Routed to Reach 35R : DMH5 to DMH4 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Max. Velocity= 2.52 fps, Min. Travel Time= 0.5 min Avg. Velocity = 0.70 fps, Avg. Travel Time= 1.7 min Peak Storage= 6 cf @ 11.92 hrs Average Depth at Peak Storage= 0.20' , Surface Width= 0.61' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.14 cfs 8.0" Round Pipe n= 0.020 Corrugated PE, corrugated interior Length= 72.0' Slope= 0.0210 '/' Inlet Invert= 203.90', Outlet Invert= 202.39' Reach 37R: DMH6 to DMH5 Inflow Outflow Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.089 ac Avg. Flow Depth=0.20' Max Vel=2.52 fps 8.0" Round Pipe n=0.020 L=72.0' S=0.0210 '/' Capacity=1.14 cfs 0.22 cfs 0.22 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 35HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 13P: S/N 001 Inflow Area =0.873 ac, 78.35% Impervious, Inflow Depth = 1.39" for 1 YR event Inflow =2.08 cfs @ 11.94 hrs, Volume=0.101 af Primary =2.08 cfs @ 11.94 hrs, Volume=0.101 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Pond 13P: S/N 001 Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 2 1 0 Inflow Area=0.873 ac 2.08 cfs 2.08 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 36HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 15P: S/N 002 Inflow Area =0.520 ac, 85.58% Impervious, Inflow Depth = 1.48" for 1 YR event Inflow =1.30 cfs @ 11.94 hrs, Volume=0.064 af Primary =1.30 cfs @ 11.94 hrs, Volume=0.064 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Pond 15P: S/N 002 Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 1 0 Inflow Area=0.520 ac 1.30 cfs 1.30 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 37HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 16P: DA3 Bio Inflow Area =0.267 ac, 68.16% Impervious, Inflow Depth = 1.28" for 1 YR event Inflow =0.61 cfs @ 11.93 hrs, Volume=0.028 af Outflow =0.57 cfs @ 11.95 hrs, Volume=0.028 af, Atten= 7%, Lag= 1.2 min Primary =0.57 cfs @ 11.95 hrs, Volume=0.028 af Routed to Reach 30R : DMH1 to CB Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Peak Elev= 209.85' @ 11.95 hrs Surf.Area= 536 sf Storage= 366 cf Plug-Flow detention time= 292.0 min calculated for 0.028 af (100% of inflow) Center-of-Mass det. time= 292.1 min ( 1,067.2 - 775.1 ) Volume Invert Avail.Storage Storage Description #1 209.00'1,175 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 209.00 322 0 0 210.00 573 448 448 211.00 881 727 1,175 Device Routing Invert Outlet Devices #1 Primary 206.00'12.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 206.00' / 205.00' S= 0.0500 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 209.00'0.500 in/hr Exfiltration over Surface area #3 Device 1 210.50'18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 209.71'16.0" x 3.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.57 cfs @ 11.95 hrs HW=209.85' (Free Discharge) 1=Culvert (Passes 0.57 cfs of 5.47 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.01 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate (Weir Controls 0.56 cfs @ 1.24 fps) Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 38HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 16P: DA3 Bio Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.267 ac Peak Elev=209.85' Storage=366 cf 0.61 cfs 0.57 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 39HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 17P: DA 4 Filterra 6x10 FTPD Inflow Area =0.228 ac, 84.65% Impervious, Inflow Depth = 1.47" for 1 YR event Inflow =0.60 cfs @ 11.92 hrs, Volume=0.028 af Outflow =0.60 cfs @ 11.93 hrs, Volume=0.028 af, Atten= 1%, Lag= 0.3 min Primary =0.60 cfs @ 11.93 hrs, Volume=0.028 af Routed to Pond 38P : Extended Detention Storage Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 210.20' @ 11.93 hrs Surf.Area= 60 sf Storage= 37 cf Plug-Flow detention time= 0.8 min calculated for 0.028 af (100% of inflow) Center-of-Mass det. time= 0.5 min ( 767.7 - 767.2 ) Volume Invert Avail.Storage Storage Description #1 209.58'60 cf 10.00'W x 6.00'L x 1.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 207.17'12.0" Round Culvert L= 31.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 207.17' / 206.30' S= 0.0281 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 209.58'140.000 in/hr Exfiltration over Surface area #3 Device 1 210.01'1.7' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.60 cfs @ 11.93 hrs HW=210.20' (Free Discharge) 1=Culvert (Passes 0.60 cfs of 5.51 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.19 cfs) 3=Broad-Crested Rectangular Weir (Weir Controls 0.40 cfs @ 1.23 fps) Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 40HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 17P: DA 4 Filterra 6x10 FTPD Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.228 ac Peak Elev=210.20' Storage=37 cf 0.60 cfs 0.60 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 41HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 22P: S/N 001 Inflow Area =1.394 ac, 74.89% Impervious, Inflow Depth = 1.35" for 1 YR event Inflow =2.02 cfs @ 11.94 hrs, Volume=0.157 af Primary =2.02 cfs @ 11.94 hrs, Volume=0.157 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Pond 22P: S/N 001 Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 2 1 0 Inflow Area=1.394 ac 2.02 cfs 2.02 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 42HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 23P: DA1 Bio Inflow Area =0.303 ac, 82.84% Impervious, Inflow Depth = 1.45" for 1 YR event Inflow =0.82 cfs @ 11.91 hrs, Volume=0.037 af Outflow =0.77 cfs @ 11.92 hrs, Volume=0.037 af, Atten= 6%, Lag= 0.7 min Primary =0.77 cfs @ 11.92 hrs, Volume=0.037 af Routed to Reach 32R : DMH3 to DMH 2 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Peak Elev= 215.93' @ 11.92 hrs Surf.Area= 611 sf Storage= 480 cf Plug-Flow detention time= 330.4 min calculated for 0.037 af (100% of inflow) Center-of-Mass det. time= 330.4 min ( 1,097.1 - 766.7 ) Volume Invert Avail.Storage Storage Description #1 215.00'864 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 215.00 415 0 0 216.00 625 520 520 216.50 750 344 864 Device Routing Invert Outlet Devices #1 Primary 212.00'12.0" Round Culvert L= 83.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 212.00' / 210.00' S= 0.0241 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 215.00'0.500 in/hr Exfiltration over Surface area #3 Device 1 215.80'18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.77 cfs @ 11.92 hrs HW=215.93' (Free Discharge) 1=Culvert (Passes 0.77 cfs of 4.93 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.01 cfs) 3=Orifice/Grate (Weir Controls 0.76 cfs @ 1.20 fps) Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 43HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 23P: DA1 Bio Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.303 ac Peak Elev=215.93' Storage=480 cf 0.82 cfs 0.77 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 44HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 25P: DA 6 Filterra 4x6 Internal Bypass Inflow Area =0.074 ac,100.00% Impervious, Inflow Depth = 1.65" for 1 YR event Inflow =0.23 cfs @ 11.90 hrs, Volume=0.010 af Outflow =0.23 cfs @ 11.90 hrs, Volume=0.010 af, Atten= 1%, Lag= 0.1 min Primary =0.23 cfs @ 11.90 hrs, Volume=0.010 af Routed to Pond 38P : Extended Detention Storage Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 210.81' @ 11.90 hrs Surf.Area= 24 sf Storage= 20 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.6 min ( 760.8 - 760.2 ) Volume Invert Avail.Storage Storage Description #1 209.97'24 cf 4.00'W x 6.00'L x 1.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 207.80'6.0" Round 6"L= 19.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 207.80' / 207.30' S= 0.0263 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #2 Device 1 209.97'140.000 in/hr Exfiltration over Surface area #3 Device 1 210.72'6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.22 cfs @ 11.90 hrs HW=210.81' (Free Discharge) 1=6" (Passes 0.22 cfs of 1.57 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.08 cfs) 3=Orifice/Grate (Weir Controls 0.15 cfs @ 1.00 fps) Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 45HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 25P: DA 6 Filterra 4x6 Internal Bypass Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.074 ac Peak Elev=210.81' Storage=20 cf 0.23 cfs 0.23 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 46HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 29P: DA7 Bio Inflow Area =0.134 ac, 52.24% Impervious, Inflow Depth = 1.09" for 1 YR event Inflow =0.27 cfs @ 11.92 hrs, Volume=0.012 af Outflow =0.17 cfs @ 11.98 hrs, Volume=0.012 af, Atten= 39%, Lag= 3.4 min Primary =0.17 cfs @ 11.98 hrs, Volume=0.012 af Routed to Reach 35R : DMH5 to DMH4 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Peak Elev= 206.10' @ 11.98 hrs Surf.Area= 319 sf Storage= 164 cf Plug-Flow detention time= 160.7 min calculated for 0.012 af (100% of inflow) Center-of-Mass det. time= 160.7 min ( 945.2 - 784.5 ) Volume Invert Avail.Storage Storage Description #1 205.50'483 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 205.50 222 0 0 206.00 311 133 133 207.00 389 350 483 Device Routing Invert Outlet Devices #1 Primary 202.50'12.0" Round Culvert L= 60.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 202.50' / 202.39' S= 0.0018 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 205.50'0.500 in/hr Exfiltration over Surface area #3 Device 1 206.65'18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 205.85'6.0" W x 2.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.17 cfs @ 11.98 hrs HW=206.10' (Free Discharge) 1=Culvert (Passes 0.17 cfs of 4.11 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate (Orifice Controls 0.16 cfs @ 1.94 fps) Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 47HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 29P: DA7 Bio Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.134 ac Peak Elev=206.10' Storage=164 cf 0.27 cfs 0.17 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 48HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 30P: DA 8 Filterra 4x6 Internal Bypass Inflow Area =0.089 ac, 75.28% Impervious, Inflow Depth = 1.36" for 1 YR event Inflow =0.22 cfs @ 11.91 hrs, Volume=0.010 af Outflow =0.22 cfs @ 11.92 hrs, Volume=0.010 af, Atten= 0%, Lag= 0.1 min Primary =0.22 cfs @ 11.92 hrs, Volume=0.010 af Routed to Reach 37R : DMH6 to DMH5 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 208.20' @ 11.92 hrs Surf.Area= 24 sf Storage= 20 cf Plug-Flow detention time= 1.7 min calculated for 0.010 af (100% of inflow) Center-of-Mass det. time= 0.7 min ( 771.3 - 770.6 ) Volume Invert Avail.Storage Storage Description #1 207.37'24 cf 4.00'W x 6.00'L x 1.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 205.20'8.0" Round 8"L= 24.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 205.20' / 204.00' S= 0.0500 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 1 207.37'140.000 in/hr Exfiltration over Surface area #3 Device 1 208.12'8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.22 cfs @ 11.92 hrs HW=208.20' (Free Discharge) 1=8" (Passes 0.22 cfs of 2.74 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.08 cfs) 3=Orifice/Grate (Weir Controls 0.14 cfs @ 0.90 fps) Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 49HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 30P: DA 8 Filterra 4x6 Internal Bypass Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.089 ac Peak Elev=208.20' Storage=20 cf 0.22 cfs 0.22 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 50HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 32P: DA 5 Filterra 6x6 Internal Bypass Inflow Area =0.123 ac, 76.42% Impervious, Inflow Depth = 1.37" for 1 YR event Inflow =0.31 cfs @ 11.91 hrs, Volume=0.014 af Outflow =0.31 cfs @ 11.92 hrs, Volume=0.014 af, Atten= 1%, Lag= 0.2 min Primary =0.31 cfs @ 11.92 hrs, Volume=0.014 af Routed to Pond 38P : Extended Detention Storage Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 210.81' @ 11.92 hrs Surf.Area= 36 sf Storage= 30 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.6 min ( 770.5 - 769.9 ) Volume Invert Avail.Storage Storage Description #1 209.97'36 cf 6.00'W x 6.00'L x 1.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 207.80'8.0" Round 8"L= 14.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 207.80' / 207.00' S= 0.0571 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 1 209.97'140.000 in/hr Exfiltration over Surface area #3 Device 1 210.72'8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.31 cfs @ 11.92 hrs HW=210.81' (Free Discharge) 1=8" (Passes 0.31 cfs of 2.75 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.12 cfs) 3=Orifice/Grate (Weir Controls 0.19 cfs @ 0.99 fps) Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 51HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 32P: DA 5 Filterra 6x6 Internal Bypass Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.123 ac Peak Elev=210.81' Storage=30 cf 0.31 cfs 0.31 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 52HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 33P: DA 2 Filterra 4x6 Internal Bypass Inflow Area =0.097 ac, 76.29% Impervious, Inflow Depth = 1.37" for 1 YR event Inflow =0.24 cfs @ 11.92 hrs, Volume=0.011 af Outflow =0.24 cfs @ 11.92 hrs, Volume=0.011 af, Atten= 0%, Lag= 0.1 min Primary =0.24 cfs @ 11.92 hrs, Volume=0.011 af Routed to Reach 32R : DMH3 to DMH 2 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 213.28' @ 11.92 hrs Surf.Area= 24 sf Storage= 11 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.3 min ( 770.9 - 770.6 ) Volume Invert Avail.Storage Storage Description #1 212.83'24 cf 6.00'W x 4.00'L x 1.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 210.42'8.0" Round 8"L= 34.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 210.42' / 209.17' S= 0.0368 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 1 212.83'140.000 in/hr Exfiltration over Surface area #3 Device 1 213.20'8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.24 cfs @ 11.92 hrs HW=213.28' (Free Discharge) 1=8" (Passes 0.24 cfs of 2.67 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.08 cfs) 3=Orifice/Grate (Weir Controls 0.16 cfs @ 0.94 fps) Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 53HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 33P: DA 2 Filterra 4x6 Internal Bypass Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.097 ac Peak Elev=213.28' Storage=11 cf 0.24 cfs 0.24 cfs Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 54HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 38P: Extended Detention Storage Inflow Area =0.425 ac, 84.94% Impervious, Inflow Depth = 1.47" for 1 YR event Inflow =1.11 cfs @ 11.92 hrs, Volume=0.052 af Outflow =0.03 cfs @ 13.51 hrs, Volume=0.052 af, Atten= 97%, Lag= 95.9 min Primary =0.03 cfs @ 13.51 hrs, Volume=0.052 af Routed to Reach 34R : DMH4 to DMH 2 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Peak Elev= 208.06' @ 13.51 hrs Surf.Area= 953 sf Storage= 1,279 cf Plug-Flow detention time= 410.6 min calculated for 0.052 af (100% of inflow) Center-of-Mass det. time= 410.7 min ( 1,177.8 - 767.1 ) Volume Invert Avail.Storage Storage Description #1 206.30'3,016 cf 48.0" Round CMP_Round 48" L= 240.0' Device Routing Invert Outlet Devices #1 Primary 206.30'12.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 206.30' / 206.00' S= 0.0300 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 206.30'1.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 209.80'4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.03 cfs @ 13.51 hrs HW=208.06' (Free Discharge) 1=Culvert (Passes 0.03 cfs of 3.35 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.03 cfs @ 6.31 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 1 YR Rainfall=1.87"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 55HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 38P: Extended Detention Storage Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 1 0 Inflow Area=0.425 ac Peak Elev=208.06' Storage=1,279 cf 1.11 cfs 0.03 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 56HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Time span=0.01-75.00 hrs, dt=0.01 hrs, 7500 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=0.303 ac 82.84% Impervious Runoff Depth=3.29"Subcatchment DA1: Proposed DA1 Flow Length=132' Slope=0.3000 '/' Tc=0.6 min CN=WQ Runoff=1.81 cfs 0.083 af Runoff Area=0.303 ac 0.00% Impervious Runoff Depth=3.04"Subcatchment DA1 MCN: Proposed DA1 Mod CN Flow Length=132' Slope=0.3000 '/' Tc=0.7 min CN=93 Runoff=1.79 cfs 0.077 af Runoff Area=0.097 ac 76.29% Impervious Runoff Depth=3.17"Subcatchment DA2: Proposed DA2 Flow Length=92' Slope=0.0270 '/' Tc=1.7 min CN=WQ Runoff=0.55 cfs 0.026 af Runoff Area=0.121 ac 0.00% Impervious Runoff Depth=3.04"Subcatchment DA2 MCN: Proposed DA2 Mod CN Flow Length=92' Slope=0.0270 '/' Tc=1.8 min CN=93 Runoff=0.69 cfs 0.031 af Runoff Area=0.267 ac 68.16% Impervious Runoff Depth=3.04"Subcatchment DA3: Proposed DA3 Flow Length=130' Slope=0.0300 '/' Tc=2.3 min CN=WQ Runoff=1.43 cfs 0.068 af Runoff Area=0.251 ac 0.00% Impervious Runoff Depth=2.93"Subcatchment DA3 MCN: Proposed DA3 Mod CN Flow Length=142' Slope=0.0458 '/' Tc=2.0 min CN=92 Runoff=1.40 cfs 0.061 af Runoff Area=0.228 ac 84.65% Impervious Runoff Depth=3.32"Subcatchment DA4: Proposed DA4 Flow Length=110' Slope=0.0250 '/' Tc=1.9 min CN=WQ Runoff=1.32 cfs 0.063 af Runoff Area=0.235 ac 0.00% Impervious Runoff Depth=3.35"Subcatchment DA4 MCN: Proposed DA4 Mod CN Flow Length=101' Slope=0.0350 '/' Tc=1.4 min CN=96 Runoff=1.43 cfs 0.066 af Runoff Area=0.123 ac 76.42% Impervious Runoff Depth=3.18"Subcatchment DA5: Proposed DA5 Flow Length=95' Slope=0.0630 '/' Tc=1.1 min CN=WQ Runoff=0.71 cfs 0.033 af Runoff Area=0.108 ac 0.00% Impervious Runoff Depth=3.04"Subcatchment DA5 MCN: Proposed DA5 Mod CN Flow Length=95' Slope=0.0630 '/' Tc=1.2 min CN=93 Runoff=0.63 cfs 0.027 af Runoff Area=0.074 ac 100.00% Impervious Runoff Depth=3.58"Subcatchment DA6: Proposed DA6 Multi-Roof Flow Length=53' Slope=0.3900 '/' Tc=0.2 min CN=98 Runoff=0.47 cfs 0.022 af Runoff Area=0.074 ac 100.00% Impervious Runoff Depth=3.58"Subcatchment DA6 MCN: Proposed DA6 Mod Flow Length=53' Slope=0.3900 '/' Tc=0.2 min CN=98 Runoff=0.47 cfs 0.022 af Runoff Area=0.134 ac 52.24% Impervious Runoff Depth=2.77"Subcatchment DA7: Proposed DA7 Flow Length=157' Slope=0.0760 '/' Tc=1.9 min CN=WQ Runoff=0.68 cfs 0.031 af Runoff Area=0.134 ac 0.00% Impervious Runoff Depth=2.74"Subcatchment DA7 MCN: Proposed DA7 Mod CN Flow Length=157' Slope=0.0760 '/' Tc=1.8 min CN=90 Runoff=0.72 cfs 0.031 af Runoff Area=0.089 ac 75.28% Impervious Runoff Depth=3.16"Subcatchment DA8: Proposed DA8 Flow Length=82' Slope=0.0439 '/' Tc=1.2 min CN=WQ Runoff=0.51 cfs 0.023 af Runoff Area=0.088 ac 0.00% Impervious Runoff Depth=3.04"Subcatchment DA8 MCN: Proposed DA8 Mod CN Flow Length=82' Slope=0.0439 '/' Tc=1.3 min CN=93 Runoff=0.51 cfs 0.022 af Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 57HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Runoff Area=0.079 ac 49.37% Impervious Runoff Depth=2.72"Subcatchment DA9: Proposed DA9 Flow Length=260' Slope=0.0385 '/' Tc=4.0 min CN=WQ Runoff=0.37 cfs 0.018 af Runoff Area=0.064 ac 78.13% Impervious Runoff Depth=3.21"Subcatchment EX DA 1: Existing DA1A Flow Length=209' Slope=0.0766 '/' Tc=1.9 min CN=WQ Runoff=0.36 cfs 0.017 af Runoff Area=0.809 ac 78.37% Impervious Runoff Depth=3.21"Subcatchment EX DA 2: Existing DA1B Flow Length=340' Slope=0.0471 '/' Tc=3.6 min CN=WQ Runoff=4.34 cfs 0.216 af Runoff Area=0.520 ac 85.58% Impervious Runoff Depth=3.33"Subcatchment EX DA 3: Existing DA2 Flow Length=292' Slope=0.0308 '/' Tc=3.8 min CN=WQ Runoff=2.85 cfs 0.144 af Avg. Flow Depth=0.80' Max Vel=4.19 fps Inflow=4.04 cfs 0.348 afReach 30R: DMH1 to CB 18.0" Round Pipe n=0.010 L=18.0' S=0.0028 '/' Capacity=7.20 cfs Outflow=4.04 cfs 0.348 af Avg. Flow Depth=1.01' Max Vel=2.39 fps Inflow=3.05 cfs 0.281 afReach 31R: DMH2 to DMH 1 18.0" Round Pipe n=0.020 L=77.0' S=0.0031 '/' Capacity=3.81 cfs Outflow=3.03 cfs 0.281 af Avg. Flow Depth=0.39' Max Vel=6.14 fps Inflow=2.27 cfs 0.109 afReach 32R: DMH3 to DMH 2 18.0" Round Pipe n=0.020 L=55.0' S=0.0487 '/' Capacity=15.07 cfs Outflow=2.27 cfs 0.109 af Avg. Flow Depth=0.48' Max Vel=1.70 fps Inflow=0.83 cfs 0.172 afReach 34R: DMH4 to DMH 2 18.0" Round Pipe n=0.020 L=89.0' S=0.0030 '/' Capacity=3.76 cfs Outflow=0.82 cfs 0.172 af Avg. Flow Depth=0.44' Max Vel=1.83 fps Inflow=0.80 cfs 0.054 afReach 35R: DMH5 to DMH4 18.0" Round Pipe n=0.020 L=113.0' S=0.0038 '/' Capacity=4.21 cfs Outflow=0.79 cfs 0.054 af Avg. Flow Depth=0.31' Max Vel=3.16 fps Inflow=0.50 cfs 0.023 afReach 37R: DMH6 to DMH5 8.0" Round Pipe n=0.020 L=72.0' S=0.0210 '/' Capacity=1.14 cfs Outflow=0.50 cfs 0.023 af Inflow=4.67 cfs 0.234 afPond 13P: S/N 001 Primary=4.67 cfs 0.234 af Inflow=2.85 cfs 0.144 afPond 15P: S/N 002 Primary=2.85 cfs 0.144 af Peak Elev=210.15' Storage=538 cf Inflow=1.43 cfs 0.068 afPond 16P: DA3 Bio Outflow=1.07 cfs 0.068 af Peak Elev=210.38' Storage=48 cf Inflow=1.32 cfs 0.063 afPond 17P: DA 4 Filterra 6x10 FTPD Outflow=1.31 cfs 0.063 af Inflow=4.40 cfs 0.366 afPond 22P: S/N 001 Primary=4.40 cfs 0.366 af Peak Elev=216.03' Storage=540 cf Inflow=1.81 cfs 0.083 afPond 23P: DA1 Bio Outflow=1.73 cfs 0.083 af Peak Elev=210.90' Storage=22 cf Inflow=0.47 cfs 0.022 afPond 25P: DA 6 Filterra 4x6 Internal Bypass Outflow=0.47 cfs 0.022 af Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 58HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Peak Elev=206.63' Storage=346 cf Inflow=0.68 cfs 0.031 afPond 29P: DA7 Bio Outflow=0.34 cfs 0.031 af Peak Elev=208.28' Storage=22 cf Inflow=0.51 cfs 0.023 afPond 30P: DA 8 Filterra 4x6 Internal Bypass Outflow=0.50 cfs 0.023 af Peak Elev=210.91' Storage=34 cf Inflow=0.71 cfs 0.033 afPond 32P: DA 5 Filterra 6x6 Internal Bypass Outflow=0.70 cfs 0.033 af Peak Elev=213.37' Storage=13 cf Inflow=0.55 cfs 0.026 afPond 33P: DA 2 Filterra 4x6 Internal Bypass Outflow=0.55 cfs 0.026 af Peak Elev=209.86' Storage=2,838 cf Inflow=2.43 cfs 0.118 afPond 38P: Extended Detention Storage Outflow=0.23 cfs 0.118 af Total Runoff Area = 4.101 ac Runoff Volume = 1.080 af Average Runoff Depth = 3.16" 45.21% Pervious = 1.854 ac 54.79% Impervious = 2.247 ac Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 59HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA1: Proposed DA1 Runoff =1.81 cfs @ 11.91 hrs, Volume=0.083 af, Depth= 3.29" Routed to Pond 23P : DA1 Bio Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=3.81" Area (ac) CN Description 0.248 98 Roofs, HSG D *0.003 98 Sidewalk, HSG D 0.052 80 >75% Grass cover, Good, HSG D 0.303 Weighted Average 0.052 17.16% Pervious Area 0.251 82.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 0.6 132 0.3000 3.43 Lag/CN Method, Subcatchment DA1: Proposed DA1 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 2 1 0 Type II 24-hr 25 YR Rainfall=3.81" Runoff Area=0.303 ac Runoff Volume=0.083 af Runoff Depth=3.29" Flow Length=132' Slope=0.3000 '/' Tc=0.6 min CN=WQ 1.81 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 60HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA1 MCN: Proposed DA1 Mod CN Runoff =1.79 cfs @ 11.91 hrs, Volume=0.077 af, Depth= 3.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=3.81" Area (ac) CN Description *0.303 93 Mod CN 0.303 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 0.7 132 0.3000 3.11 Lag/CN Method, Subcatchment DA1 MCN: Proposed DA1 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 2 1 0 Type II 24-hr 25 YR Rainfall=3.81" Runoff Area=0.303 ac Runoff Volume=0.077 af Runoff Depth=3.04" Flow Length=132' Slope=0.3000 '/' Tc=0.7 min CN=93 1.79 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 61HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA2: Proposed DA2 Runoff =0.55 cfs @ 11.92 hrs, Volume=0.026 af, Depth= 3.17" Routed to Pond 33P : DA 2 Filterra 4x6 Internal Bypass Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=3.81" Area (ac) CN Description 0.074 98 Paved parking, HSG D 0.023 80 >75% Grass cover, Good, HSG D 0.097 Weighted Average 0.023 23.71% Pervious Area 0.074 76.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.7 92 0.0270 0.91 Lag/CN Method, Subcatchment DA2: Proposed DA2 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 25 YR Rainfall=3.81" Runoff Area=0.097 ac Runoff Volume=0.026 af Runoff Depth=3.17" Flow Length=92' Slope=0.0270 '/' Tc=1.7 min CN=WQ 0.55 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 62HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA2 MCN: Proposed DA2 Mod CN Runoff =0.69 cfs @ 11.92 hrs, Volume=0.031 af, Depth= 3.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=3.81" Area (ac) CN Description *0.121 93 Mod CN 0.121 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.8 92 0.0270 0.87 Lag/CN Method, Subcatchment DA2 MCN: Proposed DA2 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 25 YR Rainfall=3.81" Runoff Area=0.121 ac Runoff Volume=0.031 af Runoff Depth=3.04" Flow Length=92' Slope=0.0270 '/' Tc=1.8 min CN=93 0.69 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 63HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA3: Proposed DA3 Runoff =1.43 cfs @ 11.93 hrs, Volume=0.068 af, Depth= 3.04" Routed to Pond 16P : DA3 Bio Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=3.81" Area (ac) CN Description 0.077 98 Roofs, HSG D 0.085 80 >75% Grass cover, Good, HSG D 0.105 98 Paved parking, HSG D 0.267 Weighted Average 0.085 31.84% Pervious Area 0.182 68.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 2.3 130 0.0300 0.94 Lag/CN Method, Subcatchment DA3: Proposed DA3 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 1 0 Type II 24-hr 25 YR Rainfall=3.81" Runoff Area=0.267 ac Runoff Volume=0.068 af Runoff Depth=3.04" Flow Length=130' Slope=0.0300 '/' Tc=2.3 min CN=WQ 1.43 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 64HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA3 MCN: Proposed DA3 Mod CN Runoff =1.40 cfs @ 11.92 hrs, Volume=0.061 af, Depth= 2.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=3.81" Area (ac) CN Description *0.251 92 Mod CN 0.251 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 2.0 142 0.0458 1.18 Lag/CN Method, Subcatchment DA3 MCN: Proposed DA3 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 1 0 Type II 24-hr 25 YR Rainfall=3.81" Runoff Area=0.251 ac Runoff Volume=0.061 af Runoff Depth=2.93" Flow Length=142' Slope=0.0458 '/' Tc=2.0 min CN=92 1.40 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 65HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA4: Proposed DA4 Runoff =1.32 cfs @ 11.92 hrs, Volume=0.063 af, Depth= 3.32" Routed to Pond 17P : DA 4 Filterra 6x10 FTPD Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=3.81" Area (ac) CN Description 0.035 80 >75% Grass cover, Good, HSG D 0.193 98 Paved parking, HSG D 0.228 Weighted Average 0.035 15.35% Pervious Area 0.193 84.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.9 110 0.0250 0.95 Lag/CN Method, Subcatchment DA4: Proposed DA4 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 1 0 Type II 24-hr 25 YR Rainfall=3.81" Runoff Area=0.228 ac Runoff Volume=0.063 af Runoff Depth=3.32" Flow Length=110' Slope=0.0250 '/' Tc=1.9 min CN=WQ 1.32 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 66HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA4 MCN: Proposed DA4 Mod CN Runoff =1.43 cfs @ 11.92 hrs, Volume=0.066 af, Depth= 3.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=3.81" Area (ac) CN Description *0.235 96 Mod CN 0.235 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.4 101 0.0350 1.17 Lag/CN Method, Subcatchment DA4 MCN: Proposed DA4 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 1 0 Type II 24-hr 25 YR Rainfall=3.81" Runoff Area=0.235 ac Runoff Volume=0.066 af Runoff Depth=3.35" Flow Length=101' Slope=0.0350 '/' Tc=1.4 min CN=96 1.43 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 67HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA5: Proposed DA5 Runoff =0.71 cfs @ 11.91 hrs, Volume=0.033 af, Depth= 3.18" Routed to Pond 32P : DA 5 Filterra 6x6 Internal Bypass Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=3.81" Area (ac) CN Description 0.029 80 >75% Grass cover, Good, HSG D 0.094 98 Paved parking, HSG D 0.123 Weighted Average 0.029 23.58% Pervious Area 0.094 76.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.1 95 0.0630 1.40 Lag/CN Method, Subcatchment DA5: Proposed DA5 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 25 YR Rainfall=3.81" Runoff Area=0.123 ac Runoff Volume=0.033 af Runoff Depth=3.18" Flow Length=95' Slope=0.0630 '/' Tc=1.1 min CN=WQ 0.71 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 68HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA5 MCN: Proposed DA5 Mod CN Runoff =0.63 cfs @ 11.91 hrs, Volume=0.027 af, Depth= 3.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=3.81" Area (ac) CN Description *0.108 93 Mod CN 0.108 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.2 95 0.0630 1.33 Lag/CN Method, Subcatchment DA5 MCN: Proposed DA5 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 25 YR Rainfall=3.81" Runoff Area=0.108 ac Runoff Volume=0.027 af Runoff Depth=3.04" Flow Length=95' Slope=0.0630 '/' Tc=1.2 min CN=93 0.63 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 69HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA6: Proposed DA6 Multi-Roof Runoff =0.47 cfs @ 11.90 hrs, Volume=0.022 af, Depth= 3.58" Routed to Pond 25P : DA 6 Filterra 4x6 Internal Bypass Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=3.81" Area (ac) CN Description *0.074 98 Multi Use Roof 0.074 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 0.2 53 0.3900 3.84 Lag/CN Method, Subcatchment DA6: Proposed DA6 Multi-Roof Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 25 YR Rainfall=3.81" Runoff Area=0.074 ac Runoff Volume=0.022 af Runoff Depth=3.58" Flow Length=53' Slope=0.3900 '/' Tc=0.2 min CN=98 0.47 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 70HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA6 MCN: Proposed DA6 Mod CN Runoff =0.47 cfs @ 11.90 hrs, Volume=0.022 af, Depth= 3.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=3.81" Area (ac) CN Description *0.074 98 Mod CN 0.074 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 0.2 53 0.3900 3.84 Lag/CN Method, Subcatchment DA6 MCN: Proposed DA6 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 25 YR Rainfall=3.81" Runoff Area=0.074 ac Runoff Volume=0.022 af Runoff Depth=3.58" Flow Length=53' Slope=0.3900 '/' Tc=0.2 min CN=98 0.47 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 71HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA7: Proposed DA7 Runoff =0.68 cfs @ 11.92 hrs, Volume=0.031 af, Depth= 2.77" Routed to Pond 29P : DA7 Bio Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=3.81" Area (ac) CN Description 0.064 80 >75% Grass cover, Good, HSG D 0.070 98 Paved parking, HSG D 0.134 Weighted Average 0.064 47.76% Pervious Area 0.070 52.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.9 157 0.0760 1.37 Lag/CN Method, Subcatchment DA7: Proposed DA7 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 25 YR Rainfall=3.81" Runoff Area=0.134 ac Runoff Volume=0.031 af Runoff Depth=2.77" Flow Length=157' Slope=0.0760 '/' Tc=1.9 min CN=WQ 0.68 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 72HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA7 MCN: Proposed DA7 Mod CN Runoff =0.72 cfs @ 11.92 hrs, Volume=0.031 af, Depth= 2.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=3.81" Area (ac) CN Description *0.134 90 Mod CN 0.134 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.8 157 0.0760 1.42 Lag/CN Method, Subcatchment DA7 MCN: Proposed DA7 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 25 YR Rainfall=3.81" Runoff Area=0.134 ac Runoff Volume=0.031 af Runoff Depth=2.74" Flow Length=157' Slope=0.0760 '/' Tc=1.8 min CN=90 0.72 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 73HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA8: Proposed DA8 Runoff =0.51 cfs @ 11.91 hrs, Volume=0.023 af, Depth= 3.16" Routed to Pond 30P : DA 8 Filterra 4x6 Internal Bypass Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=3.81" Area (ac) CN Description 0.022 80 >75% Grass cover, Good, HSG D 0.067 98 Paved parking, HSG D 0.089 Weighted Average 0.022 24.72% Pervious Area 0.067 75.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.2 82 0.0439 1.13 Lag/CN Method, Subcatchment DA8: Proposed DA8 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 25 YR Rainfall=3.81" Runoff Area=0.089 ac Runoff Volume=0.023 af Runoff Depth=3.16" Flow Length=82' Slope=0.0439 '/' Tc=1.2 min CN=WQ 0.51 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 74HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA8 MCN: Proposed DA8 Mod CN Runoff =0.51 cfs @ 11.92 hrs, Volume=0.022 af, Depth= 3.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=3.81" Area (ac) CN Description *0.088 93 Mod CN 0.088 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.3 82 0.0439 1.08 Lag/CN Method, Subcatchment DA8 MCN: Proposed DA8 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 25 YR Rainfall=3.81" Runoff Area=0.088 ac Runoff Volume=0.022 af Runoff Depth=3.04" Flow Length=82' Slope=0.0439 '/' Tc=1.3 min CN=93 0.51 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 75HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA9: Proposed DA9 Runoff =0.37 cfs @ 11.95 hrs, Volume=0.018 af, Depth= 2.72" Routed to Pond 22P : S/N 001 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=3.81" Area (ac) CN Description 0.040 80 >75% Grass cover, Good, HSG D 0.039 98 Paved parking, HSG D 0.079 Weighted Average 0.040 50.63% Pervious Area 0.039 49.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 4.0 260 0.0385 1.08 Lag/CN Method, Subcatchment DA9: Proposed DA9 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 25 YR Rainfall=3.81" Runoff Area=0.079 ac Runoff Volume=0.018 af Runoff Depth=2.72" Flow Length=260' Slope=0.0385 '/' Tc=4.0 min CN=WQ 0.37 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 76HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment EX DA 1: Existing DA1A Runoff =0.36 cfs @ 11.92 hrs, Volume=0.017 af, Depth= 3.21" Routed to Pond 13P : S/N 001 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=3.81" Area (ac) CN Description 0.050 98 Unconnected pavement, HSG D 0.014 80 >75% Grass cover, Good, HSG D 0.064 Weighted Average 0.014 21.88% Pervious Area 0.050 78.13% Impervious Area 0.050 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.9 209 0.0766 1.81 Lag/CN Method, Subcatchment EX DA 1: Existing DA1A Runoff Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 25 YR Rainfall=3.81" Runoff Area=0.064 ac Runoff Volume=0.017 af Runoff Depth=3.21" Flow Length=209' Slope=0.0766 '/' Tc=1.9 min CN=WQ 0.36 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 77HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment EX DA 2: Existing DA1B Runoff =4.34 cfs @ 11.94 hrs, Volume=0.216 af, Depth= 3.21" Routed to Pond 13P : S/N 001 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=3.81" Area (ac) CN Description 0.363 98 Paved parking, HSG D 0.271 98 Roofs, HSG D 0.175 80 >75% Grass cover, Good, HSG D 0.809 Weighted Average 0.175 21.63% Pervious Area 0.634 78.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 3.6 340 0.0471 1.56 Lag/CN Method, Subcatchment EX DA 2: Existing DA1B Runoff Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 4 3 2 1 0 Type II 24-hr 25 YR Rainfall=3.81" Runoff Area=0.809 ac Runoff Volume=0.216 af Runoff Depth=3.21" Flow Length=340' Slope=0.0471 '/' Tc=3.6 min CN=WQ 4.34 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 78HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment EX DA 3: Existing DA2 Runoff =2.85 cfs @ 11.94 hrs, Volume=0.144 af, Depth= 3.33" Routed to Pond 15P : S/N 002 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=3.81" Area (ac) CN Description *0.380 98 Paved parking , HSG D 0.075 80 >75% Grass cover, Good, HSG D 0.065 98 Roofs, HSG D 0.520 Weighted Average 0.075 14.42% Pervious Area 0.445 85.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 3.8 292 0.0308 1.29 Lag/CN Method, Subcatchment EX DA 3: Existing DA2 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 3 2 1 0 Type II 24-hr 25 YR Rainfall=3.81" Runoff Area=0.520 ac Runoff Volume=0.144 af Runoff Depth=3.33" Flow Length=292' Slope=0.0308 '/' Tc=3.8 min CN=WQ 2.85 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 79HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Reach 30R: DMH1 to CB Inflow Area =1.315 ac, 76.43% Impervious, Inflow Depth = 3.18" for 25 YR event Inflow =4.04 cfs @ 11.93 hrs, Volume=0.348 af Outflow =4.04 cfs @ 11.93 hrs, Volume=0.348 af, Atten= 0%, Lag= 0.1 min Routed to Pond 22P : S/N 001 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Max. Velocity= 4.19 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.15 fps, Avg. Travel Time= 0.3 min Peak Storage= 17 cf @ 11.93 hrs Average Depth at Peak Storage= 0.80' , Surface Width= 1.50' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 7.20 cfs 18.0" Round Pipe n= 0.010 PVC, smooth interior Length= 18.0' Slope= 0.0028 '/' Inlet Invert= 201.05', Outlet Invert= 201.00' Reach 30R: DMH1 to CB Inflow Outflow Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=1.315 ac Avg. Flow Depth=0.80' Max Vel=4.19 fps 18.0" Round Pipe n=0.010 L=18.0' S=0.0028 '/' Capacity=7.20 cfs 4.04 cfs4.04 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 80HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Reach 31R: DMH2 to DMH 1 Inflow Area =1.048 ac, 78.53% Impervious, Inflow Depth = 3.21" for 25 YR event Inflow =3.05 cfs @ 11.92 hrs, Volume=0.281 af Outflow =3.03 cfs @ 11.93 hrs, Volume=0.281 af, Atten= 1%, Lag= 0.4 min Routed to Reach 30R : DMH1 to CB Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Max. Velocity= 2.39 fps, Min. Travel Time= 0.5 min Avg. Velocity = 0.70 fps, Avg. Travel Time= 1.8 min Peak Storage= 97 cf @ 11.93 hrs Average Depth at Peak Storage= 1.01' , Surface Width= 1.41' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 3.81 cfs 18.0" Round Pipe n= 0.020 Corrugated PE, corrugated interior Length= 77.0' Slope= 0.0031 '/' Inlet Invert= 201.39', Outlet Invert= 201.15' Reach 31R: DMH2 to DMH 1 Inflow Outflow Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 3 2 1 0 Inflow Area=1.048 ac Avg. Flow Depth=1.01' Max Vel=2.39 fps 18.0" Round Pipe n=0.020 L=77.0' S=0.0031 '/' Capacity=3.81 cfs 3.05 cfs 3.03 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 81HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Reach 32R: DMH3 to DMH 2 Inflow Area =0.400 ac, 81.25% Impervious, Inflow Depth = 3.26" for 25 YR event Inflow =2.27 cfs @ 11.92 hrs, Volume=0.109 af Outflow =2.27 cfs @ 11.92 hrs, Volume=0.109 af, Atten= 0%, Lag= 0.1 min Routed to Reach 31R : DMH2 to DMH 1 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Max. Velocity= 6.14 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.34 fps, Avg. Travel Time= 0.7 min Peak Storage= 20 cf @ 11.92 hrs Average Depth at Peak Storage= 0.39' , Surface Width= 1.32' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 15.07 cfs 18.0" Round Pipe n= 0.020 Corrugated PE, corrugated interior Length= 55.0' Slope= 0.0487 '/' Inlet Invert= 204.17', Outlet Invert= 201.49' Reach 32R: DMH3 to DMH 2 Inflow Outflow Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 2 1 0 Inflow Area=0.400 ac Avg. Flow Depth=0.39' Max Vel=6.14 fps 18.0" Round Pipe n=0.020 L=55.0' S=0.0487 '/' Capacity=15.07 cfs 2.27 cfs2.27 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 82HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Reach 34R: DMH4 to DMH 2 Inflow Area =0.648 ac, 76.85% Impervious, Inflow Depth = 3.19" for 25 YR event Inflow =0.83 cfs @ 11.93 hrs, Volume=0.172 af Outflow =0.82 cfs @ 11.95 hrs, Volume=0.172 af, Atten= 1%, Lag= 0.6 min Routed to Reach 31R : DMH2 to DMH 1 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Max. Velocity= 1.70 fps, Min. Travel Time= 0.9 min Avg. Velocity = 0.63 fps, Avg. Travel Time= 2.4 min Peak Storage= 43 cf @ 11.95 hrs Average Depth at Peak Storage= 0.48' , Surface Width= 1.40' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 3.76 cfs 18.0" Round Pipe n= 0.020 Corrugated PE, corrugated interior Length= 89.0' Slope= 0.0030 '/' Inlet Invert= 201.76', Outlet Invert= 201.49' Reach 34R: DMH4 to DMH 2 Inflow Outflow Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.648 ac Avg. Flow Depth=0.48' Max Vel=1.70 fps 18.0" Round Pipe n=0.020 L=89.0' S=0.0030 '/' Capacity=3.76 cfs 0.83 cfs 0.82 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 83HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Reach 35R: DMH5 to DMH4 Inflow Area =0.223 ac, 61.43% Impervious, Inflow Depth = 2.92" for 25 YR event Inflow =0.80 cfs @ 11.92 hrs, Volume=0.054 af Outflow =0.79 cfs @ 11.93 hrs, Volume=0.054 af, Atten= 2%, Lag= 0.7 min Routed to Reach 34R : DMH4 to DMH 2 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Max. Velocity= 1.83 fps, Min. Travel Time= 1.0 min Avg. Velocity = 0.48 fps, Avg. Travel Time= 3.9 min Peak Storage= 49 cf @ 11.93 hrs Average Depth at Peak Storage= 0.44' , Surface Width= 1.37' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 4.21 cfs 18.0" Round Pipe n= 0.020 Corrugated PE, corrugated interior Length= 113.0' Slope= 0.0038 '/' Inlet Invert= 202.29', Outlet Invert= 201.86' Reach 35R: DMH5 to DMH4 Inflow Outflow Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.223 ac Avg. Flow Depth=0.44' Max Vel=1.83 fps 18.0" Round Pipe n=0.020 L=113.0' S=0.0038 '/' Capacity=4.21 cfs 0.80 cfs 0.79 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 84HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Reach 37R: DMH6 to DMH5 Inflow Area =0.089 ac, 75.28% Impervious, Inflow Depth = 3.16" for 25 YR event Inflow =0.50 cfs @ 11.92 hrs, Volume=0.023 af Outflow =0.50 cfs @ 11.92 hrs, Volume=0.023 af, Atten= 1%, Lag= 0.2 min Routed to Reach 35R : DMH5 to DMH4 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Max. Velocity= 3.16 fps, Min. Travel Time= 0.4 min Avg. Velocity = 0.89 fps, Avg. Travel Time= 1.4 min Peak Storage= 11 cf @ 11.92 hrs Average Depth at Peak Storage= 0.31' , Surface Width= 0.67' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.14 cfs 8.0" Round Pipe n= 0.020 Corrugated PE, corrugated interior Length= 72.0' Slope= 0.0210 '/' Inlet Invert= 203.90', Outlet Invert= 202.39' Reach 37R: DMH6 to DMH5 Inflow Outflow Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.089 ac Avg. Flow Depth=0.31' Max Vel=3.16 fps 8.0" Round Pipe n=0.020 L=72.0' S=0.0210 '/' Capacity=1.14 cfs 0.50 cfs 0.50 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 85HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 13P: S/N 001 Inflow Area =0.873 ac, 78.35% Impervious, Inflow Depth = 3.21" for 25 YR event Inflow =4.67 cfs @ 11.94 hrs, Volume=0.234 af Primary =4.67 cfs @ 11.94 hrs, Volume=0.234 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Pond 13P: S/N 001 Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 5 4 3 2 1 0 Inflow Area=0.873 ac 4.67 cfs 4.67 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 86HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 15P: S/N 002 Inflow Area =0.520 ac, 85.58% Impervious, Inflow Depth = 3.33" for 25 YR event Inflow =2.85 cfs @ 11.94 hrs, Volume=0.144 af Primary =2.85 cfs @ 11.94 hrs, Volume=0.144 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Pond 15P: S/N 002 Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 3 2 1 0 Inflow Area=0.520 ac 2.85 cfs 2.85 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 87HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 16P: DA3 Bio Inflow Area =0.267 ac, 68.16% Impervious, Inflow Depth = 3.04" for 25 YR event Inflow =1.43 cfs @ 11.93 hrs, Volume=0.068 af Outflow =1.07 cfs @ 11.97 hrs, Volume=0.068 af, Atten= 25%, Lag= 2.6 min Primary =1.07 cfs @ 11.97 hrs, Volume=0.068 af Routed to Reach 30R : DMH1 to CB Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Peak Elev= 210.15' @ 11.97 hrs Surf.Area= 620 sf Storage= 538 cf Plug-Flow detention time= 143.3 min calculated for 0.068 af (100% of inflow) Center-of-Mass det. time= 143.5 min ( 905.1 - 761.7 ) Volume Invert Avail.Storage Storage Description #1 209.00'1,175 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 209.00 322 0 0 210.00 573 448 448 211.00 881 727 1,175 Device Routing Invert Outlet Devices #1 Primary 206.00'12.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 206.00' / 205.00' S= 0.0500 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 209.00'0.500 in/hr Exfiltration over Surface area #3 Device 1 210.50'18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 209.71'16.0" x 3.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.07 cfs @ 11.97 hrs HW=210.15' (Free Discharge) 1=Culvert (Passes 1.07 cfs of 5.71 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.01 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate (Orifice Controls 1.07 cfs @ 3.20 fps) Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 88HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 16P: DA3 Bio Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 1 0 Inflow Area=0.267 ac Peak Elev=210.15' Storage=538 cf 1.43 cfs 1.07 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 89HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 17P: DA 4 Filterra 6x10 FTPD Inflow Area =0.228 ac, 84.65% Impervious, Inflow Depth = 3.32" for 25 YR event Inflow =1.32 cfs @ 11.92 hrs, Volume=0.063 af Outflow =1.31 cfs @ 11.92 hrs, Volume=0.063 af, Atten= 1%, Lag= 0.2 min Primary =1.31 cfs @ 11.92 hrs, Volume=0.063 af Routed to Pond 38P : Extended Detention Storage Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 210.38' @ 11.92 hrs Surf.Area= 60 sf Storage= 48 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.4 min ( 752.7 - 752.3 ) Volume Invert Avail.Storage Storage Description #1 209.58'60 cf 10.00'W x 6.00'L x 1.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 207.17'12.0" Round Culvert L= 31.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 207.17' / 206.30' S= 0.0281 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 209.58'140.000 in/hr Exfiltration over Surface area #3 Device 1 210.01'1.7' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=1.31 cfs @ 11.92 hrs HW=210.38' (Free Discharge) 1=Culvert (Passes 1.31 cfs of 5.67 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.19 cfs) 3=Broad-Crested Rectangular Weir (Weir Controls 1.11 cfs @ 1.77 fps) Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 90HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 17P: DA 4 Filterra 6x10 FTPD Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 1 0 Inflow Area=0.228 ac Peak Elev=210.38' Storage=48 cf 1.32 cfs 1.31 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 91HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 22P: S/N 001 Inflow Area =1.394 ac, 74.89% Impervious, Inflow Depth = 3.15" for 25 YR event Inflow =4.40 cfs @ 11.93 hrs, Volume=0.366 af Primary =4.40 cfs @ 11.93 hrs, Volume=0.366 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Pond 22P: S/N 001 Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 4 3 2 1 0 Inflow Area=1.394 ac 4.40 cfs 4.40 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 92HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 23P: DA1 Bio Inflow Area =0.303 ac, 82.84% Impervious, Inflow Depth = 3.29" for 25 YR event Inflow =1.81 cfs @ 11.91 hrs, Volume=0.083 af Outflow =1.73 cfs @ 11.92 hrs, Volume=0.083 af, Atten= 4%, Lag= 0.6 min Primary =1.73 cfs @ 11.92 hrs, Volume=0.083 af Routed to Reach 32R : DMH3 to DMH 2 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Peak Elev= 216.03' @ 11.92 hrs Surf.Area= 633 sf Storage= 540 cf Plug-Flow detention time= 166.8 min calculated for 0.083 af (100% of inflow) Center-of-Mass det. time= 166.9 min ( 918.9 - 752.0 ) Volume Invert Avail.Storage Storage Description #1 215.00'864 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 215.00 415 0 0 216.00 625 520 520 216.50 750 344 864 Device Routing Invert Outlet Devices #1 Primary 212.00'12.0" Round Culvert L= 83.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 212.00' / 210.00' S= 0.0241 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 215.00'0.500 in/hr Exfiltration over Surface area #3 Device 1 215.80'18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.72 cfs @ 11.92 hrs HW=216.03' (Free Discharge) 1=Culvert (Passes 1.72 cfs of 4.98 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.01 cfs) 3=Orifice/Grate (Weir Controls 1.71 cfs @ 1.57 fps) Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 93HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 23P: DA1 Bio Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 2 1 0 Inflow Area=0.303 ac Peak Elev=216.03' Storage=540 cf 1.81 cfs 1.73 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 94HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 25P: DA 6 Filterra 4x6 Internal Bypass Inflow Area =0.074 ac,100.00% Impervious, Inflow Depth = 3.58" for 25 YR event Inflow =0.47 cfs @ 11.90 hrs, Volume=0.022 af Outflow =0.47 cfs @ 11.90 hrs, Volume=0.022 af, Atten= 1%, Lag= 0.1 min Primary =0.47 cfs @ 11.90 hrs, Volume=0.022 af Routed to Pond 38P : Extended Detention Storage Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 210.90' @ 11.90 hrs Surf.Area= 24 sf Storage= 22 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.6 min ( 744.1 - 743.5 ) Volume Invert Avail.Storage Storage Description #1 209.97'24 cf 4.00'W x 6.00'L x 1.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 207.80'6.0" Round 6"L= 19.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 207.80' / 207.30' S= 0.0263 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #2 Device 1 209.97'140.000 in/hr Exfiltration over Surface area #3 Device 1 210.72'6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.47 cfs @ 11.90 hrs HW=210.90' (Free Discharge) 1=6" (Passes 0.47 cfs of 1.60 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.08 cfs) 3=Orifice/Grate (Weir Controls 0.39 cfs @ 1.39 fps) Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 95HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 25P: DA 6 Filterra 4x6 Internal Bypass Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.074 ac Peak Elev=210.90' Storage=22 cf 0.47 cfs 0.47 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 96HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 29P: DA7 Bio Inflow Area =0.134 ac, 52.24% Impervious, Inflow Depth = 2.77" for 25 YR event Inflow =0.68 cfs @ 11.92 hrs, Volume=0.031 af Outflow =0.34 cfs @ 11.99 hrs, Volume=0.031 af, Atten= 50%, Lag= 4.1 min Primary =0.34 cfs @ 11.99 hrs, Volume=0.031 af Routed to Reach 35R : DMH5 to DMH4 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Peak Elev= 206.63' @ 11.99 hrs Surf.Area= 360 sf Storage= 346 cf Plug-Flow detention time= 85.5 min calculated for 0.031 af (100% of inflow) Center-of-Mass det. time= 85.6 min ( 857.4 - 771.8 ) Volume Invert Avail.Storage Storage Description #1 205.50'483 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 205.50 222 0 0 206.00 311 133 133 207.00 389 350 483 Device Routing Invert Outlet Devices #1 Primary 202.50'12.0" Round Culvert L= 60.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 202.50' / 202.39' S= 0.0018 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 205.50'0.500 in/hr Exfiltration over Surface area #3 Device 1 206.65'18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 205.85'6.0" W x 2.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.34 cfs @ 11.99 hrs HW=206.63' (Free Discharge) 1=Culvert (Passes 0.34 cfs of 4.50 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate (Orifice Controls 0.34 cfs @ 4.03 fps) Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 97HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 29P: DA7 Bio Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.134 ac Peak Elev=206.63' Storage=346 cf 0.68 cfs 0.34 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 98HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 30P: DA 8 Filterra 4x6 Internal Bypass Inflow Area =0.089 ac, 75.28% Impervious, Inflow Depth = 3.16" for 25 YR event Inflow =0.51 cfs @ 11.91 hrs, Volume=0.023 af Outflow =0.50 cfs @ 11.92 hrs, Volume=0.023 af, Atten= 0%, Lag= 0.1 min Primary =0.50 cfs @ 11.92 hrs, Volume=0.023 af Routed to Reach 37R : DMH6 to DMH5 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 208.28' @ 11.92 hrs Surf.Area= 24 sf Storage= 22 cf Plug-Flow detention time= 0.7 min calculated for 0.023 af (100% of inflow) Center-of-Mass det. time= 0.6 min ( 757.1 - 756.6 ) Volume Invert Avail.Storage Storage Description #1 207.37'24 cf 4.00'W x 6.00'L x 1.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 205.20'8.0" Round 8"L= 24.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 205.20' / 204.00' S= 0.0500 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 1 207.37'140.000 in/hr Exfiltration over Surface area #3 Device 1 208.12'8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.50 cfs @ 11.92 hrs HW=208.28' (Free Discharge) 1=8" (Passes 0.50 cfs of 2.78 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.08 cfs) 3=Orifice/Grate (Weir Controls 0.42 cfs @ 1.29 fps) Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 99HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 30P: DA 8 Filterra 4x6 Internal Bypass Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.089 ac Peak Elev=208.28' Storage=22 cf 0.51 cfs 0.50 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 100HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 32P: DA 5 Filterra 6x6 Internal Bypass Inflow Area =0.123 ac, 76.42% Impervious, Inflow Depth = 3.18" for 25 YR event Inflow =0.71 cfs @ 11.91 hrs, Volume=0.033 af Outflow =0.70 cfs @ 11.91 hrs, Volume=0.033 af, Atten= 1%, Lag= 0.1 min Primary =0.70 cfs @ 11.91 hrs, Volume=0.033 af Routed to Pond 38P : Extended Detention Storage Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 210.91' @ 11.91 hrs Surf.Area= 36 sf Storage= 34 cf Plug-Flow detention time= 0.8 min calculated for 0.033 af (100% of inflow) Center-of-Mass det. time= 0.6 min ( 756.4 - 755.8 ) Volume Invert Avail.Storage Storage Description #1 209.97'36 cf 6.00'W x 6.00'L x 1.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 207.80'8.0" Round 8"L= 14.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 207.80' / 207.00' S= 0.0571 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 1 209.97'140.000 in/hr Exfiltration over Surface area #3 Device 1 210.72'8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.70 cfs @ 11.91 hrs HW=210.91' (Free Discharge) 1=8" (Passes 0.70 cfs of 2.80 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.12 cfs) 3=Orifice/Grate (Weir Controls 0.58 cfs @ 1.44 fps) Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 101HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 32P: DA 5 Filterra 6x6 Internal Bypass Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.123 ac Peak Elev=210.91' Storage=34 cf 0.71 cfs 0.70 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 102HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 33P: DA 2 Filterra 4x6 Internal Bypass Inflow Area =0.097 ac, 76.29% Impervious, Inflow Depth = 3.17" for 25 YR event Inflow =0.55 cfs @ 11.92 hrs, Volume=0.026 af Outflow =0.55 cfs @ 11.92 hrs, Volume=0.026 af, Atten= 0%, Lag= 0.1 min Primary =0.55 cfs @ 11.92 hrs, Volume=0.026 af Routed to Reach 32R : DMH3 to DMH 2 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 213.37' @ 11.92 hrs Surf.Area= 24 sf Storage= 13 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.3 min ( 756.8 - 756.5 ) Volume Invert Avail.Storage Storage Description #1 212.83'24 cf 6.00'W x 4.00'L x 1.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 210.42'8.0" Round 8"L= 34.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 210.42' / 209.17' S= 0.0368 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 1 212.83'140.000 in/hr Exfiltration over Surface area #3 Device 1 213.20'8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.54 cfs @ 11.92 hrs HW=213.37' (Free Discharge) 1=8" (Passes 0.54 cfs of 2.72 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.08 cfs) 3=Orifice/Grate (Weir Controls 0.47 cfs @ 1.34 fps) Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 103HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 33P: DA 2 Filterra 4x6 Internal Bypass Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.097 ac Peak Elev=213.37' Storage=13 cf 0.55 cfs 0.55 cfs Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 104HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 38P: Extended Detention Storage Inflow Area =0.425 ac, 84.94% Impervious, Inflow Depth = 3.32" for 25 YR event Inflow =2.43 cfs @ 11.92 hrs, Volume=0.118 af Outflow =0.23 cfs @ 12.25 hrs, Volume=0.118 af, Atten= 90%, Lag= 20.0 min Primary =0.23 cfs @ 12.25 hrs, Volume=0.118 af Routed to Reach 34R : DMH4 to DMH 2 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Peak Elev= 209.86' @ 12.25 hrs Surf.Area= 598 sf Storage= 2,838 cf Plug-Flow detention time= 607.5 min calculated for 0.118 af (100% of inflow) Center-of-Mass det. time= 607.5 min ( 1,359.6 - 752.1 ) Volume Invert Avail.Storage Storage Description #1 206.30'3,016 cf 48.0" Round CMP_Round 48" L= 240.0' Device Routing Invert Outlet Devices #1 Primary 206.30'12.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 206.30' / 206.00' S= 0.0300 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 206.30'1.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 209.80'4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.23 cfs @ 12.25 hrs HW=209.86' (Free Discharge) 1=Culvert (Passes 0.23 cfs of 5.23 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.05 cfs @ 9.04 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 0.18 cfs @ 0.71 fps) Type II 24-hr 25 YR Rainfall=3.81"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 105HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 38P: Extended Detention Storage Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 2 1 0 Inflow Area=0.425 ac Peak Elev=209.86' Storage=2,838 cf 2.43 cfs 0.23 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 106HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Time span=0.01-75.00 hrs, dt=0.01 hrs, 7500 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=0.303 ac 82.84% Impervious Runoff Depth=0.67"Subcatchment DA1: Proposed DA1 Flow Length=132' Slope=0.3000 '/' Tc=0.6 min CN=WQ Runoff=0.39 cfs 0.017 af Runoff Area=0.303 ac 0.00% Impervious Runoff Depth=0.45"Subcatchment DA1 MCN: Proposed DA1 Mod CN Flow Length=132' Slope=0.3000 '/' Tc=0.7 min CN=93 Runoff=0.30 cfs 0.011 af Runoff Area=0.097 ac 76.29% Impervious Runoff Depth=0.62"Subcatchment DA2: Proposed DA2 Flow Length=92' Slope=0.0270 '/' Tc=1.7 min CN=WQ Runoff=0.11 cfs 0.005 af Runoff Area=0.121 ac 0.00% Impervious Runoff Depth=0.45"Subcatchment DA2 MCN: Proposed DA2 Mod CN Flow Length=92' Slope=0.0270 '/' Tc=1.8 min CN=93 Runoff=0.11 cfs 0.005 af Runoff Area=0.267 ac 68.16% Impervious Runoff Depth=0.57"Subcatchment DA3: Proposed DA3 Flow Length=130' Slope=0.0300 '/' Tc=2.3 min CN=WQ Runoff=0.27 cfs 0.013 af Runoff Area=0.251 ac 0.00% Impervious Runoff Depth=0.40"Subcatchment DA3 MCN: Proposed DA3 Mod CN Flow Length=142' Slope=0.0458 '/' Tc=2.0 min CN=92 Runoff=0.21 cfs 0.008 af Runoff Area=0.228 ac 84.65% Impervious Runoff Depth=0.68"Subcatchment DA4: Proposed DA4 Flow Length=110' Slope=0.0250 '/' Tc=1.9 min CN=WQ Runoff=0.29 cfs 0.013 af Runoff Area=0.235 ac 0.00% Impervious Runoff Depth=0.63"Subcatchment DA4 MCN: Proposed DA4 Mod CN Flow Length=101' Slope=0.0350 '/' Tc=1.4 min CN=96 Runoff=0.30 cfs 0.012 af Runoff Area=0.123 ac 76.42% Impervious Runoff Depth=0.62"Subcatchment DA5: Proposed DA5 Flow Length=95' Slope=0.0630 '/' Tc=1.1 min CN=WQ Runoff=0.15 cfs 0.006 af Runoff Area=0.108 ac 0.00% Impervious Runoff Depth=0.45"Subcatchment DA5 MCN: Proposed DA5 Mod CN Flow Length=95' Slope=0.0630 '/' Tc=1.2 min CN=93 Runoff=0.10 cfs 0.004 af Runoff Area=0.074 ac 100.00% Impervious Runoff Depth=0.79"Subcatchment DA6: Proposed DA6 Multi-Roof Flow Length=53' Slope=0.3900 '/' Tc=0.2 min CN=98 Runoff=0.12 cfs 0.005 af Runoff Area=0.074 ac 100.00% Impervious Runoff Depth=0.79"Subcatchment DA6 MCN: Proposed DA6 Mod Flow Length=53' Slope=0.3900 '/' Tc=0.2 min CN=98 Runoff=0.12 cfs 0.005 af Runoff Area=0.134 ac 52.24% Impervious Runoff Depth=0.45"Subcatchment DA7: Proposed DA7 Flow Length=157' Slope=0.0760 '/' Tc=1.9 min CN=WQ Runoff=0.11 cfs 0.005 af Runoff Area=0.134 ac 0.00% Impervious Runoff Depth=0.32"Subcatchment DA7 MCN: Proposed DA7 Mod CN Flow Length=157' Slope=0.0760 '/' Tc=1.8 min CN=90 Runoff=0.09 cfs 0.004 af Runoff Area=0.089 ac 75.28% Impervious Runoff Depth=0.62"Subcatchment DA8: Proposed DA8 Flow Length=82' Slope=0.0439 '/' Tc=1.2 min CN=WQ Runoff=0.10 cfs 0.005 af Runoff Area=0.088 ac 0.00% Impervious Runoff Depth=0.45"Subcatchment DA8 MCN: Proposed DA8 Mod CN Flow Length=82' Slope=0.0439 '/' Tc=1.3 min CN=93 Runoff=0.08 cfs 0.003 af Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 107HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Runoff Area=0.079 ac 49.37% Impervious Runoff Depth=0.43"Subcatchment DA9: Proposed DA9 Flow Length=260' Slope=0.0385 '/' Tc=4.0 min CN=WQ Runoff=0.06 cfs 0.003 af Runoff Area=0.064 ac 78.13% Impervious Runoff Depth=0.64"Subcatchment EX DA 1: Existing DA1A Flow Length=209' Slope=0.0766 '/' Tc=1.9 min CN=WQ Runoff=0.08 cfs 0.003 af Runoff Area=0.809 ac 78.37% Impervious Runoff Depth=0.64"Subcatchment EX DA 2: Existing DA1B Flow Length=340' Slope=0.0471 '/' Tc=3.6 min CN=WQ Runoff=0.91 cfs 0.043 af Runoff Area=0.520 ac 85.58% Impervious Runoff Depth=0.69"Subcatchment EX DA 3: Existing DA2 Flow Length=292' Slope=0.0308 '/' Tc=3.8 min CN=WQ Runoff=0.63 cfs 0.030 af Avg. Flow Depth=0.17' Max Vel=1.76 fps Inflow=0.19 cfs 0.068 afReach 30R: DMH1 to CB 18.0" Round Pipe n=0.010 L=18.0' S=0.0028 '/' Capacity=7.20 cfs Outflow=0.19 cfs 0.068 af Avg. Flow Depth=0.23' Max Vel=1.12 fps Inflow=0.19 cfs 0.056 afReach 31R: DMH2 to DMH 1 18.0" Round Pipe n=0.020 L=77.0' S=0.0031 '/' Capacity=3.81 cfs Outflow=0.19 cfs 0.056 af Avg. Flow Depth=0.08' Max Vel=2.30 fps Inflow=0.08 cfs 0.022 afReach 32R: DMH3 to DMH 2 18.0" Round Pipe n=0.020 L=55.0' S=0.0487 '/' Capacity=15.07 cfs Outflow=0.08 cfs 0.022 af Avg. Flow Depth=0.17' Max Vel=0.93 fps Inflow=0.10 cfs 0.034 afReach 34R: DMH4 to DMH 2 18.0" Round Pipe n=0.020 L=89.0' S=0.0030 '/' Capacity=3.76 cfs Outflow=0.10 cfs 0.034 af Avg. Flow Depth=0.14' Max Vel=0.93 fps Inflow=0.08 cfs 0.010 afReach 35R: DMH5 to DMH4 18.0" Round Pipe n=0.020 L=113.0' S=0.0038 '/' Capacity=4.21 cfs Outflow=0.08 cfs 0.010 af Avg. Flow Depth=0.12' Max Vel=1.86 fps Inflow=0.08 cfs 0.005 afReach 37R: DMH6 to DMH5 8.0" Round Pipe n=0.020 L=72.0' S=0.0210 '/' Capacity=1.14 cfs Outflow=0.08 cfs 0.005 af Inflow=0.98 cfs 0.046 afPond 13P: S/N 001 Primary=0.98 cfs 0.046 af Inflow=0.63 cfs 0.030 afPond 15P: S/N 002 Primary=0.63 cfs 0.030 af Peak Elev=209.72' Storage=295 cf Inflow=0.27 cfs 0.013 afPond 16P: DA3 Bio Outflow=0.01 cfs 0.013 af Peak Elev=210.00' Storage=25 cf Inflow=0.29 cfs 0.013 afPond 17P: DA 4 Filterra 6x10 FTPD Outflow=0.19 cfs 0.013 af Inflow=0.25 cfs 0.071 afPond 22P: S/N 001 Primary=0.25 cfs 0.071 af Peak Elev=215.81' Storage=404 cf Inflow=0.39 cfs 0.017 afPond 23P: DA1 Bio Outflow=0.02 cfs 0.017 af Peak Elev=210.33' Storage=9 cf Inflow=0.12 cfs 0.005 afPond 25P: DA 6 Filterra 4x6 Internal Bypass Outflow=0.08 cfs 0.005 af Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 108HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Peak Elev=205.88' Storage=96 cf Inflow=0.11 cfs 0.005 afPond 29P: DA7 Bio Outflow=0.01 cfs 0.005 af Peak Elev=207.59' Storage=5 cf Inflow=0.10 cfs 0.005 afPond 30P: DA 8 Filterra 4x6 Internal Bypass Outflow=0.08 cfs 0.005 af Peak Elev=210.11' Storage=5 cf Inflow=0.15 cfs 0.006 afPond 32P: DA 5 Filterra 6x6 Internal Bypass Outflow=0.12 cfs 0.006 af Peak Elev=213.19' Storage=9 cf Inflow=0.11 cfs 0.005 afPond 33P: DA 2 Filterra 4x6 Internal Bypass Outflow=0.08 cfs 0.005 af Peak Elev=207.24' Storage=537 cf Inflow=0.39 cfs 0.024 afPond 38P: Extended Detention Storage Outflow=0.02 cfs 0.024 af Total Runoff Area = 4.101 ac Runoff Volume = 0.200 af Average Runoff Depth = 0.59" 45.21% Pervious = 1.854 ac 54.79% Impervious = 2.247 ac Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 109HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA1: Proposed DA1 Runoff =0.39 cfs @ 11.91 hrs, Volume=0.017 af, Depth= 0.67" Routed to Pond 23P : DA1 Bio Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr WQv Rainfall=1.00" Area (ac) CN Description 0.248 98 Roofs, HSG D *0.003 98 Sidewalk, HSG D 0.052 80 >75% Grass cover, Good, HSG D 0.303 Weighted Average 0.052 17.16% Pervious Area 0.251 82.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 0.6 132 0.3000 3.43 Lag/CN Method, Subcatchment DA1: Proposed DA1 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=0.303 ac Runoff Volume=0.017 af Runoff Depth=0.67" Flow Length=132' Slope=0.3000 '/' Tc=0.6 min CN=WQ 0.39 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 110HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA1 MCN: Proposed DA1 Mod CN Runoff =0.30 cfs @ 11.91 hrs, Volume=0.011 af, Depth= 0.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr WQv Rainfall=1.00" Area (ac) CN Description *0.303 93 Mod CN 0.303 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 0.7 132 0.3000 3.11 Lag/CN Method, Subcatchment DA1 MCN: Proposed DA1 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=0.303 ac Runoff Volume=0.011 af Runoff Depth=0.45" Flow Length=132' Slope=0.3000 '/' Tc=0.7 min CN=93 0.30 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 111HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA2: Proposed DA2 Runoff =0.11 cfs @ 11.92 hrs, Volume=0.005 af, Depth= 0.62" Routed to Pond 33P : DA 2 Filterra 4x6 Internal Bypass Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr WQv Rainfall=1.00" Area (ac) CN Description 0.074 98 Paved parking, HSG D 0.023 80 >75% Grass cover, Good, HSG D 0.097 Weighted Average 0.023 23.71% Pervious Area 0.074 76.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.7 92 0.0270 0.91 Lag/CN Method, Subcatchment DA2: Proposed DA2 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=0.097 ac Runoff Volume=0.005 af Runoff Depth=0.62" Flow Length=92' Slope=0.0270 '/' Tc=1.7 min CN=WQ 0.11 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 112HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA2 MCN: Proposed DA2 Mod CN Runoff =0.11 cfs @ 11.92 hrs, Volume=0.005 af, Depth= 0.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr WQv Rainfall=1.00" Area (ac) CN Description *0.121 93 Mod CN 0.121 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.8 92 0.0270 0.87 Lag/CN Method, Subcatchment DA2 MCN: Proposed DA2 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=0.121 ac Runoff Volume=0.005 af Runoff Depth=0.45" Flow Length=92' Slope=0.0270 '/' Tc=1.8 min CN=93 0.11 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 113HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA3: Proposed DA3 Runoff =0.27 cfs @ 11.93 hrs, Volume=0.013 af, Depth= 0.57" Routed to Pond 16P : DA3 Bio Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr WQv Rainfall=1.00" Area (ac) CN Description 0.077 98 Roofs, HSG D 0.085 80 >75% Grass cover, Good, HSG D 0.105 98 Paved parking, HSG D 0.267 Weighted Average 0.085 31.84% Pervious Area 0.182 68.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 2.3 130 0.0300 0.94 Lag/CN Method, Subcatchment DA3: Proposed DA3 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=0.267 ac Runoff Volume=0.013 af Runoff Depth=0.57" Flow Length=130' Slope=0.0300 '/' Tc=2.3 min CN=WQ 0.27 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 114HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA3 MCN: Proposed DA3 Mod CN Runoff =0.21 cfs @ 11.93 hrs, Volume=0.008 af, Depth= 0.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr WQv Rainfall=1.00" Area (ac) CN Description *0.251 92 Mod CN 0.251 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 2.0 142 0.0458 1.18 Lag/CN Method, Subcatchment DA3 MCN: Proposed DA3 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=0.251 ac Runoff Volume=0.008 af Runoff Depth=0.40" Flow Length=142' Slope=0.0458 '/' Tc=2.0 min CN=92 0.21 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 115HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA4: Proposed DA4 Runoff =0.29 cfs @ 11.92 hrs, Volume=0.013 af, Depth= 0.68" Routed to Pond 17P : DA 4 Filterra 6x10 FTPD Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr WQv Rainfall=1.00" Area (ac) CN Description 0.035 80 >75% Grass cover, Good, HSG D 0.193 98 Paved parking, HSG D 0.228 Weighted Average 0.035 15.35% Pervious Area 0.193 84.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.9 110 0.0250 0.95 Lag/CN Method, Subcatchment DA4: Proposed DA4 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=0.228 ac Runoff Volume=0.013 af Runoff Depth=0.68" Flow Length=110' Slope=0.0250 '/' Tc=1.9 min CN=WQ 0.29 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 116HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA4 MCN: Proposed DA4 Mod CN Runoff =0.30 cfs @ 11.92 hrs, Volume=0.012 af, Depth= 0.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr WQv Rainfall=1.00" Area (ac) CN Description *0.235 96 Mod CN 0.235 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.4 101 0.0350 1.17 Lag/CN Method, Subcatchment DA4 MCN: Proposed DA4 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=0.235 ac Runoff Volume=0.012 af Runoff Depth=0.63" Flow Length=101' Slope=0.0350 '/' Tc=1.4 min CN=96 0.30 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 117HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA5: Proposed DA5 Runoff =0.15 cfs @ 11.91 hrs, Volume=0.006 af, Depth= 0.62" Routed to Pond 32P : DA 5 Filterra 6x6 Internal Bypass Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr WQv Rainfall=1.00" Area (ac) CN Description 0.029 80 >75% Grass cover, Good, HSG D 0.094 98 Paved parking, HSG D 0.123 Weighted Average 0.029 23.58% Pervious Area 0.094 76.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.1 95 0.0630 1.40 Lag/CN Method, Subcatchment DA5: Proposed DA5 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=0.123 ac Runoff Volume=0.006 af Runoff Depth=0.62" Flow Length=95' Slope=0.0630 '/' Tc=1.1 min CN=WQ 0.15 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 118HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA5 MCN: Proposed DA5 Mod CN Runoff =0.10 cfs @ 11.92 hrs, Volume=0.004 af, Depth= 0.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr WQv Rainfall=1.00" Area (ac) CN Description *0.108 93 Mod CN 0.108 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.2 95 0.0630 1.33 Lag/CN Method, Subcatchment DA5 MCN: Proposed DA5 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=0.108 ac Runoff Volume=0.004 af Runoff Depth=0.45" Flow Length=95' Slope=0.0630 '/' Tc=1.2 min CN=93 0.10 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 119HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA6: Proposed DA6 Multi-Roof Runoff =0.12 cfs @ 11.90 hrs, Volume=0.005 af, Depth= 0.79" Routed to Pond 25P : DA 6 Filterra 4x6 Internal Bypass Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr WQv Rainfall=1.00" Area (ac) CN Description *0.074 98 Multi Use Roof 0.074 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 0.2 53 0.3900 3.84 Lag/CN Method, Subcatchment DA6: Proposed DA6 Multi-Roof Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=0.074 ac Runoff Volume=0.005 af Runoff Depth=0.79" Flow Length=53' Slope=0.3900 '/' Tc=0.2 min CN=98 0.12 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 120HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA6 MCN: Proposed DA6 Mod CN Runoff =0.12 cfs @ 11.90 hrs, Volume=0.005 af, Depth= 0.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr WQv Rainfall=1.00" Area (ac) CN Description *0.074 98 Mod CN 0.074 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 0.2 53 0.3900 3.84 Lag/CN Method, Subcatchment DA6 MCN: Proposed DA6 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=0.074 ac Runoff Volume=0.005 af Runoff Depth=0.79" Flow Length=53' Slope=0.3900 '/' Tc=0.2 min CN=98 0.12 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 121HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA7: Proposed DA7 Runoff =0.11 cfs @ 11.92 hrs, Volume=0.005 af, Depth= 0.45" Routed to Pond 29P : DA7 Bio Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr WQv Rainfall=1.00" Area (ac) CN Description 0.064 80 >75% Grass cover, Good, HSG D 0.070 98 Paved parking, HSG D 0.134 Weighted Average 0.064 47.76% Pervious Area 0.070 52.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.9 157 0.0760 1.37 Lag/CN Method, Subcatchment DA7: Proposed DA7 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=0.134 ac Runoff Volume=0.005 af Runoff Depth=0.45" Flow Length=157' Slope=0.0760 '/' Tc=1.9 min CN=WQ 0.11 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 122HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA7 MCN: Proposed DA7 Mod CN Runoff =0.09 cfs @ 11.93 hrs, Volume=0.004 af, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr WQv Rainfall=1.00" Area (ac) CN Description *0.134 90 Mod CN 0.134 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.8 157 0.0760 1.42 Lag/CN Method, Subcatchment DA7 MCN: Proposed DA7 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=0.134 ac Runoff Volume=0.004 af Runoff Depth=0.32" Flow Length=157' Slope=0.0760 '/' Tc=1.8 min CN=90 0.09 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 123HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA8: Proposed DA8 Runoff =0.10 cfs @ 11.91 hrs, Volume=0.005 af, Depth= 0.62" Routed to Pond 30P : DA 8 Filterra 4x6 Internal Bypass Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr WQv Rainfall=1.00" Area (ac) CN Description 0.022 80 >75% Grass cover, Good, HSG D 0.067 98 Paved parking, HSG D 0.089 Weighted Average 0.022 24.72% Pervious Area 0.067 75.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.2 82 0.0439 1.13 Lag/CN Method, Subcatchment DA8: Proposed DA8 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=0.089 ac Runoff Volume=0.005 af Runoff Depth=0.62" Flow Length=82' Slope=0.0439 '/' Tc=1.2 min CN=WQ 0.10 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 124HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA8 MCN: Proposed DA8 Mod CN Runoff =0.08 cfs @ 11.92 hrs, Volume=0.003 af, Depth= 0.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr WQv Rainfall=1.00" Area (ac) CN Description *0.088 93 Mod CN 0.088 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.3 82 0.0439 1.08 Lag/CN Method, Subcatchment DA8 MCN: Proposed DA8 Mod CN Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=0.088 ac Runoff Volume=0.003 af Runoff Depth=0.45" Flow Length=82' Slope=0.0439 '/' Tc=1.3 min CN=93 0.08 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 125HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA9: Proposed DA9 Runoff =0.06 cfs @ 11.95 hrs, Volume=0.003 af, Depth= 0.43" Routed to Pond 22P : S/N 001 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr WQv Rainfall=1.00" Area (ac) CN Description 0.040 80 >75% Grass cover, Good, HSG D 0.039 98 Paved parking, HSG D 0.079 Weighted Average 0.040 50.63% Pervious Area 0.039 49.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 4.0 260 0.0385 1.08 Lag/CN Method, Subcatchment DA9: Proposed DA9 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=0.079 ac Runoff Volume=0.003 af Runoff Depth=0.43" Flow Length=260' Slope=0.0385 '/' Tc=4.0 min CN=WQ 0.06 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 126HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment EX DA 1: Existing DA1A Runoff =0.08 cfs @ 11.92 hrs, Volume=0.003 af, Depth= 0.64" Routed to Pond 13P : S/N 001 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr WQv Rainfall=1.00" Area (ac) CN Description 0.050 98 Unconnected pavement, HSG D 0.014 80 >75% Grass cover, Good, HSG D 0.064 Weighted Average 0.014 21.88% Pervious Area 0.050 78.13% Impervious Area 0.050 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 1.9 209 0.0766 1.81 Lag/CN Method, Subcatchment EX DA 1: Existing DA1A Runoff Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=0.064 ac Runoff Volume=0.003 af Runoff Depth=0.64" Flow Length=209' Slope=0.0766 '/' Tc=1.9 min CN=WQ 0.08 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 127HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment EX DA 2: Existing DA1B Runoff =0.91 cfs @ 11.94 hrs, Volume=0.043 af, Depth= 0.64" Routed to Pond 13P : S/N 001 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr WQv Rainfall=1.00" Area (ac) CN Description 0.363 98 Paved parking, HSG D 0.271 98 Roofs, HSG D 0.175 80 >75% Grass cover, Good, HSG D 0.809 Weighted Average 0.175 21.63% Pervious Area 0.634 78.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 3.6 340 0.0471 1.56 Lag/CN Method, Subcatchment EX DA 2: Existing DA1B Runoff Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 1 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=0.809 ac Runoff Volume=0.043 af Runoff Depth=0.64" Flow Length=340' Slope=0.0471 '/' Tc=3.6 min CN=WQ 0.91 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 128HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment EX DA 3: Existing DA2 Runoff =0.63 cfs @ 11.94 hrs, Volume=0.030 af, Depth= 0.69" Routed to Pond 15P : S/N 002 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Type II 24-hr WQv Rainfall=1.00" Area (ac) CN Description *0.380 98 Paved parking , HSG D 0.075 80 >75% Grass cover, Good, HSG D 0.065 98 Roofs, HSG D 0.520 Weighted Average 0.075 14.42% Pervious Area 0.445 85.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 3.8 292 0.0308 1.29 Lag/CN Method, Subcatchment EX DA 3: Existing DA2 Runoff Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=0.520 ac Runoff Volume=0.030 af Runoff Depth=0.69" Flow Length=292' Slope=0.0308 '/' Tc=3.8 min CN=WQ 0.63 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 129HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Reach 30R: DMH1 to CB Inflow Area =1.315 ac, 76.43% Impervious, Inflow Depth = 0.62" for WQv event Inflow =0.19 cfs @ 12.01 hrs, Volume=0.068 af Outflow =0.19 cfs @ 12.01 hrs, Volume=0.068 af, Atten= 0%, Lag= 0.1 min Routed to Pond 22P : S/N 001 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Max. Velocity= 1.76 fps, Min. Travel Time= 0.2 min Avg. Velocity = 0.84 fps, Avg. Travel Time= 0.4 min Peak Storage= 2 cf @ 12.01 hrs Average Depth at Peak Storage= 0.17' , Surface Width= 0.95' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 7.20 cfs 18.0" Round Pipe n= 0.010 PVC, smooth interior Length= 18.0' Slope= 0.0028 '/' Inlet Invert= 201.05', Outlet Invert= 201.00' Reach 30R: DMH1 to CB Inflow Outflow Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=1.315 ac Avg. Flow Depth=0.17' Max Vel=1.76 fps 18.0" Round Pipe n=0.010 L=18.0' S=0.0028 '/' Capacity=7.20 cfs 0.19 cfs0.19 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 130HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Reach 31R: DMH2 to DMH 1 Inflow Area =1.048 ac, 78.53% Impervious, Inflow Depth = 0.64" for WQv event Inflow =0.19 cfs @ 12.00 hrs, Volume=0.056 af Outflow =0.19 cfs @ 12.01 hrs, Volume=0.056 af, Atten= 0%, Lag= 0.4 min Routed to Reach 30R : DMH1 to CB Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Max. Velocity= 1.12 fps, Min. Travel Time= 1.1 min Avg. Velocity = 0.49 fps, Avg. Travel Time= 2.6 min Peak Storage= 13 cf @ 12.01 hrs Average Depth at Peak Storage= 0.23' , Surface Width= 1.07' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 3.81 cfs 18.0" Round Pipe n= 0.020 Corrugated PE, corrugated interior Length= 77.0' Slope= 0.0031 '/' Inlet Invert= 201.39', Outlet Invert= 201.15' Reach 31R: DMH2 to DMH 1 Inflow Outflow Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=1.048 ac Avg. Flow Depth=0.23' Max Vel=1.12 fps 18.0" Round Pipe n=0.020 L=77.0' S=0.0031 '/' Capacity=3.81 cfs 0.19 cfs0.19 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 131HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Reach 32R: DMH3 to DMH 2 Inflow Area =0.400 ac, 81.25% Impervious, Inflow Depth = 0.66" for WQv event Inflow =0.08 cfs @ 12.03 hrs, Volume=0.022 af Outflow =0.08 cfs @ 12.03 hrs, Volume=0.022 af, Atten= 0%, Lag= 0.0 min Routed to Reach 31R : DMH2 to DMH 1 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Max. Velocity= 2.30 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.08 fps, Avg. Travel Time= 0.9 min Peak Storage= 2 cf @ 12.03 hrs Average Depth at Peak Storage= 0.08' , Surface Width= 0.67' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 15.07 cfs 18.0" Round Pipe n= 0.020 Corrugated PE, corrugated interior Length= 55.0' Slope= 0.0487 '/' Inlet Invert= 204.17', Outlet Invert= 201.49' Reach 32R: DMH3 to DMH 2 Inflow Outflow Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.400 ac Avg. Flow Depth=0.08' Max Vel=2.30 fps 18.0" Round Pipe n=0.020 L=55.0' S=0.0487 '/' Capacity=15.07 cfs 0.08 cfs0.08 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 132HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Reach 34R: DMH4 to DMH 2 Inflow Area =0.648 ac, 76.85% Impervious, Inflow Depth = 0.63" for WQv event Inflow =0.10 cfs @ 12.00 hrs, Volume=0.034 af Outflow =0.10 cfs @ 12.00 hrs, Volume=0.034 af, Atten= 1%, Lag= 0.0 min Routed to Reach 31R : DMH2 to DMH 1 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Max. Velocity= 0.93 fps, Min. Travel Time= 1.6 min Avg. Velocity = 0.46 fps, Avg. Travel Time= 3.2 min Peak Storage= 10 cf @ 12.00 hrs Average Depth at Peak Storage= 0.17' , Surface Width= 0.95' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 3.76 cfs 18.0" Round Pipe n= 0.020 Corrugated PE, corrugated interior Length= 89.0' Slope= 0.0030 '/' Inlet Invert= 201.76', Outlet Invert= 201.49' Reach 34R: DMH4 to DMH 2 Inflow Outflow Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.648 ac Avg. Flow Depth=0.17' Max Vel=0.93 fps 18.0" Round Pipe n=0.020 L=89.0' S=0.0030 '/' Capacity=3.76 cfs 0.10 cfs 0.10 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 133HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Reach 35R: DMH5 to DMH4 Inflow Area =0.223 ac, 61.43% Impervious, Inflow Depth = 0.52" for WQv event Inflow =0.08 cfs @ 12.00 hrs, Volume=0.010 af Outflow =0.08 cfs @ 12.00 hrs, Volume=0.010 af, Atten= 0%, Lag= 0.0 min Routed to Reach 34R : DMH4 to DMH 2 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Max. Velocity= 0.93 fps, Min. Travel Time= 2.0 min Avg. Velocity = 0.36 fps, Avg. Travel Time= 5.3 min Peak Storage= 10 cf @ 12.00 hrs Average Depth at Peak Storage= 0.14' , Surface Width= 0.88' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 4.21 cfs 18.0" Round Pipe n= 0.020 Corrugated PE, corrugated interior Length= 113.0' Slope= 0.0038 '/' Inlet Invert= 202.29', Outlet Invert= 201.86' Reach 35R: DMH5 to DMH4 Inflow Outflow Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.223 ac Avg. Flow Depth=0.14' Max Vel=0.93 fps 18.0" Round Pipe n=0.020 L=113.0' S=0.0038 '/' Capacity=4.21 cfs 0.08 cfs0.08 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 134HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Reach 37R: DMH6 to DMH5 Inflow Area =0.089 ac, 75.28% Impervious, Inflow Depth = 0.61" for WQv event Inflow =0.08 cfs @ 11.86 hrs, Volume=0.005 af Outflow =0.08 cfs @ 12.00 hrs, Volume=0.005 af, Atten= 0%, Lag= 8.4 min Routed to Reach 35R : DMH5 to DMH4 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Max. Velocity= 1.86 fps, Min. Travel Time= 0.6 min Avg. Velocity = 0.56 fps, Avg. Travel Time= 2.1 min Peak Storage= 3 cf @ 12.00 hrs Average Depth at Peak Storage= 0.12' , Surface Width= 0.51' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.14 cfs 8.0" Round Pipe n= 0.020 Corrugated PE, corrugated interior Length= 72.0' Slope= 0.0210 '/' Inlet Invert= 203.90', Outlet Invert= 202.39' Reach 37R: DMH6 to DMH5 Inflow Outflow Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.089 ac Avg. Flow Depth=0.12' Max Vel=1.86 fps 8.0" Round Pipe n=0.020 L=72.0' S=0.0210 '/' Capacity=1.14 cfs 0.08 cfs0.08 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 135HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 13P: S/N 001 Inflow Area =0.873 ac, 78.35% Impervious, Inflow Depth = 0.64" for WQv event Inflow =0.98 cfs @ 11.94 hrs, Volume=0.046 af Primary =0.98 cfs @ 11.94 hrs, Volume=0.046 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Pond 13P: S/N 001 Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 1 0 Inflow Area=0.873 ac 0.98 cfs 0.98 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 136HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 15P: S/N 002 Inflow Area =0.520 ac, 85.58% Impervious, Inflow Depth = 0.69" for WQv event Inflow =0.63 cfs @ 11.94 hrs, Volume=0.030 af Primary =0.63 cfs @ 11.94 hrs, Volume=0.030 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Pond 15P: S/N 002 Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.520 ac 0.63 cfs 0.63 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 137HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 16P: DA3 Bio Inflow Area =0.267 ac, 68.16% Impervious, Inflow Depth = 0.57" for WQv event Inflow =0.27 cfs @ 11.93 hrs, Volume=0.013 af Outflow =0.01 cfs @ 12.88 hrs, Volume=0.013 af, Atten= 95%, Lag= 56.8 min Primary =0.01 cfs @ 12.88 hrs, Volume=0.013 af Routed to Reach 30R : DMH1 to CB Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Peak Elev= 209.72' @ 12.88 hrs Surf.Area= 502 sf Storage= 295 cf Plug-Flow detention time= 510.2 min calculated for 0.013 af (100% of inflow) Center-of-Mass det. time= 510.2 min ( 1,299.2 - 789.0 ) Volume Invert Avail.Storage Storage Description #1 209.00'1,175 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 209.00 322 0 0 210.00 573 448 448 211.00 881 727 1,175 Device Routing Invert Outlet Devices #1 Primary 206.00'12.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 206.00' / 205.00' S= 0.0500 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 209.00'0.500 in/hr Exfiltration over Surface area #3 Device 1 210.50'18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 209.71'16.0" x 3.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 12.88 hrs HW=209.72' (Free Discharge) 1=Culvert (Passes 0.01 cfs of 5.35 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.01 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate (Weir Controls 0.01 cfs @ 0.28 fps) Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 138HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 16P: DA3 Bio Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.267 ac Peak Elev=209.72' Storage=295 cf 0.27 cfs 0.01 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 139HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 17P: DA 4 Filterra 6x10 FTPD Inflow Area =0.228 ac, 84.65% Impervious, Inflow Depth = 0.68" for WQv event Inflow =0.29 cfs @ 11.92 hrs, Volume=0.013 af Outflow =0.19 cfs @ 11.85 hrs, Volume=0.013 af, Atten= 33%, Lag= 0.0 min Primary =0.19 cfs @ 11.85 hrs, Volume=0.013 af Routed to Pond 38P : Extended Detention Storage Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 210.00' @ 11.97 hrs Surf.Area= 60 sf Storage= 25 cf Plug-Flow detention time= 1.8 min calculated for 0.013 af (100% of inflow) Center-of-Mass det. time= 0.5 min ( 784.4 - 783.9 ) Volume Invert Avail.Storage Storage Description #1 209.58'60 cf 10.00'W x 6.00'L x 1.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 207.17'12.0" Round Culvert L= 31.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 207.17' / 206.30' S= 0.0281 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 209.58'140.000 in/hr Exfiltration over Surface area #3 Device 1 210.01'1.7' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.19 cfs @ 11.85 hrs HW=209.59' (Free Discharge) 1=Culvert (Passes 0.19 cfs of 4.89 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.19 cfs) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 140HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 17P: DA 4 Filterra 6x10 FTPD Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.228 ac Peak Elev=210.00' Storage=25 cf 0.29 cfs 0.19 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 141HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 22P: S/N 001 Inflow Area =1.394 ac, 74.89% Impervious, Inflow Depth = 0.61" for WQv event Inflow =0.25 cfs @ 11.96 hrs, Volume=0.071 af Primary =0.25 cfs @ 11.96 hrs, Volume=0.071 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Pond 22P: S/N 001 Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Flo w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.394 ac 0.25 cfs 0.25 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 142HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 23P: DA1 Bio Inflow Area =0.303 ac, 82.84% Impervious, Inflow Depth = 0.67" for WQv event Inflow =0.39 cfs @ 11.91 hrs, Volume=0.017 af Outflow =0.02 cfs @ 12.77 hrs, Volume=0.017 af, Atten= 95%, Lag= 51.6 min Primary =0.02 cfs @ 12.77 hrs, Volume=0.017 af Routed to Reach 32R : DMH3 to DMH 2 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Peak Elev= 215.81' @ 12.77 hrs Surf.Area= 585 sf Storage= 404 cf Plug-Flow detention time= 575.4 min calculated for 0.017 af (100% of inflow) Center-of-Mass det. time= 575.4 min ( 1,358.5 - 783.2 ) Volume Invert Avail.Storage Storage Description #1 215.00'864 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 215.00 415 0 0 216.00 625 520 520 216.50 750 344 864 Device Routing Invert Outlet Devices #1 Primary 212.00'12.0" Round Culvert L= 83.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 212.00' / 210.00' S= 0.0241 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 215.00'0.500 in/hr Exfiltration over Surface area #3 Device 1 215.80'18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.02 cfs @ 12.77 hrs HW=215.81' (Free Discharge) 1=Culvert (Passes 0.02 cfs of 4.87 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.01 cfs) 3=Orifice/Grate (Weir Controls 0.01 cfs @ 0.28 fps) Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 143HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 23P: DA1 Bio Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.303 ac Peak Elev=215.81' Storage=404 cf 0.39 cfs 0.02 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 144HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 25P: DA 6 Filterra 4x6 Internal Bypass Inflow Area =0.074 ac,100.00% Impervious, Inflow Depth = 0.79" for WQv event Inflow =0.12 cfs @ 11.90 hrs, Volume=0.005 af Outflow =0.08 cfs @ 11.83 hrs, Volume=0.005 af, Atten= 33%, Lag= 0.0 min Primary =0.08 cfs @ 11.83 hrs, Volume=0.005 af Routed to Pond 38P : Extended Detention Storage Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 210.33' @ 11.94 hrs Surf.Area= 24 sf Storage= 9 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 779.3 - 779.2 ) Volume Invert Avail.Storage Storage Description #1 209.97'24 cf 4.00'W x 6.00'L x 1.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 207.80'6.0" Round 6"L= 19.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 207.80' / 207.30' S= 0.0263 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #2 Device 1 209.97'140.000 in/hr Exfiltration over Surface area #3 Device 1 210.72'6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.08 cfs @ 11.83 hrs HW=209.98' (Free Discharge) 1=6" (Passes 0.08 cfs of 1.31 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.08 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 145HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 25P: DA 6 Filterra 4x6 Internal Bypass Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.074 ac Peak Elev=210.33' Storage=9 cf 0.12 cfs 0.08 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 146HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 29P: DA7 Bio Inflow Area =0.134 ac, 52.24% Impervious, Inflow Depth = 0.45" for WQv event Inflow =0.11 cfs @ 11.92 hrs, Volume=0.005 af Outflow =0.01 cfs @ 12.34 hrs, Volume=0.005 af, Atten= 91%, Lag= 25.1 min Primary =0.01 cfs @ 12.34 hrs, Volume=0.005 af Routed to Reach 35R : DMH5 to DMH4 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Peak Elev= 205.88' @ 12.34 hrs Surf.Area= 289 sf Storage= 96 cf Plug-Flow detention time= 248.9 min calculated for 0.005 af (100% of inflow) Center-of-Mass det. time= 248.9 min ( 1,044.4 - 795.5 ) Volume Invert Avail.Storage Storage Description #1 205.50'483 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 205.50 222 0 0 206.00 311 133 133 207.00 389 350 483 Device Routing Invert Outlet Devices #1 Primary 202.50'12.0" Round Culvert L= 60.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 202.50' / 202.39' S= 0.0018 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 205.50'0.500 in/hr Exfiltration over Surface area #3 Device 1 206.65'18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 205.85'6.0" W x 2.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 12.34 hrs HW=205.88' (Free Discharge) 1=Culvert (Passes 0.01 cfs of 3.94 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate (Orifice Controls 0.01 cfs @ 0.51 fps) Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 147HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 29P: DA7 Bio Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.134 ac Peak Elev=205.88' Storage=96 cf 0.11 cfs 0.01 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 148HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 30P: DA 8 Filterra 4x6 Internal Bypass Inflow Area =0.089 ac, 75.28% Impervious, Inflow Depth = 0.62" for WQv event Inflow =0.10 cfs @ 11.91 hrs, Volume=0.005 af Outflow =0.08 cfs @ 11.86 hrs, Volume=0.005 af, Atten= 25%, Lag= 0.0 min Primary =0.08 cfs @ 11.86 hrs, Volume=0.005 af Routed to Reach 37R : DMH6 to DMH5 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 207.59' @ 11.95 hrs Surf.Area= 24 sf Storage= 5 cf Plug-Flow detention time= 4.1 min calculated for 0.005 af (99% of inflow) Center-of-Mass det. time= 0.5 min ( 786.3 - 785.7 ) Volume Invert Avail.Storage Storage Description #1 207.37'24 cf 4.00'W x 6.00'L x 1.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 205.20'8.0" Round 8"L= 24.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 205.20' / 204.00' S= 0.0500 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 1 207.37'140.000 in/hr Exfiltration over Surface area #3 Device 1 208.12'8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.08 cfs @ 11.86 hrs HW=207.38' (Free Discharge) 1=8" (Passes 0.08 cfs of 2.28 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.08 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 149HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 30P: DA 8 Filterra 4x6 Internal Bypass Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.089 ac Peak Elev=207.59' Storage=5 cf 0.10 cfs 0.08 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 150HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 32P: DA 5 Filterra 6x6 Internal Bypass Inflow Area =0.123 ac, 76.42% Impervious, Inflow Depth = 0.62" for WQv event Inflow =0.15 cfs @ 11.91 hrs, Volume=0.006 af Outflow =0.12 cfs @ 11.87 hrs, Volume=0.006 af, Atten= 20%, Lag= 0.0 min Primary =0.12 cfs @ 11.87 hrs, Volume=0.006 af Routed to Pond 38P : Extended Detention Storage Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 210.11' @ 11.94 hrs Surf.Area= 36 sf Storage= 5 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 785.3 - 785.3 ) Volume Invert Avail.Storage Storage Description #1 209.97'36 cf 6.00'W x 6.00'L x 1.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 207.80'8.0" Round 8"L= 14.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 207.80' / 207.00' S= 0.0571 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 1 209.97'140.000 in/hr Exfiltration over Surface area #3 Device 1 210.72'8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.12 cfs @ 11.87 hrs HW=209.98' (Free Discharge) 1=8" (Passes 0.12 cfs of 2.28 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.12 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 151HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 32P: DA 5 Filterra 6x6 Internal Bypass Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.123 ac Peak Elev=210.11' Storage=5 cf 0.15 cfs 0.12 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 152HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 33P: DA 2 Filterra 4x6 Internal Bypass Inflow Area =0.097 ac, 76.29% Impervious, Inflow Depth = 0.62" for WQv event Inflow =0.11 cfs @ 11.92 hrs, Volume=0.005 af Outflow =0.08 cfs @ 11.85 hrs, Volume=0.005 af, Atten= 31%, Lag= 0.0 min Primary =0.08 cfs @ 11.85 hrs, Volume=0.005 af Routed to Reach 32R : DMH3 to DMH 2 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 213.19' @ 11.97 hrs Surf.Area= 24 sf Storage= 9 cf Plug-Flow detention time= 3.4 min calculated for 0.005 af (100% of inflow) Center-of-Mass det. time= 0.6 min ( 786.5 - 785.9 ) Volume Invert Avail.Storage Storage Description #1 212.83'24 cf 6.00'W x 4.00'L x 1.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 210.42'8.0" Round 8"L= 34.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 210.42' / 209.17' S= 0.0368 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 1 212.83'140.000 in/hr Exfiltration over Surface area #3 Device 1 213.20'8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.08 cfs @ 11.85 hrs HW=212.84' (Free Discharge) 1=8" (Passes 0.08 cfs of 2.43 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.08 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 153HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 33P: DA 2 Filterra 4x6 Internal Bypass Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.097 ac Peak Elev=213.19' Storage=9 cf 0.11 cfs 0.08 cfs Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 154HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Summary for Pond 38P: Extended Detention Storage Inflow Area =0.425 ac, 84.94% Impervious, Inflow Depth = 0.68" for WQv event Inflow =0.39 cfs @ 11.87 hrs, Volume=0.024 af Outflow =0.02 cfs @ 12.86 hrs, Volume=0.024 af, Atten= 94%, Lag= 59.4 min Primary =0.02 cfs @ 12.86 hrs, Volume=0.024 af Routed to Reach 34R : DMH4 to DMH 2 Routing by Stor-Ind method, Time Span= 0.01-75.00 hrs, dt= 0.01 hrs Peak Elev= 207.24' @ 12.86 hrs Surf.Area= 813 sf Storage= 537 cf Plug-Flow detention time= 233.3 min calculated for 0.024 af (100% of inflow) Center-of-Mass det. time= 233.2 min ( 1,016.8 - 783.6 ) Volume Invert Avail.Storage Storage Description #1 206.30'3,016 cf 48.0" Round CMP_Round 48" L= 240.0' Device Routing Invert Outlet Devices #1 Primary 206.30'12.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 206.30' / 206.00' S= 0.0300 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 206.30'1.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 209.80'4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.02 cfs @ 12.86 hrs HW=207.24' (Free Discharge) 1=Culvert (Passes 0.02 cfs of 1.99 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.02 cfs @ 4.55 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr WQv Rainfall=1.00"22-523 - Shelburne & Swift 2023 0210 Printed 3/4/2024Prepared by Trudell Consulting Engineers Inc Page 155HydroCAD® 10.20-4a s/n 02145 © 2023 HydroCAD Software Solutions LLC Pond 38P: Extended Detention Storage Inflow Primary Hydrograph Time (hours) 75706560555045403530252015105 Fl o w ( c f s ) 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.425 ac Peak Elev=207.24' Storage=537 cf 0.39 cfs 0.02 cfs